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HANDBOOK 


Engineers,  Architects,  and  otherWorkers 


IRON  AND  STEEL, 

CONTAINING 


TABLES  OF  CAPACITY  OF  I BEAMS  AND  CHANNELS 
OF  IRON  AND  STEEL, 

' AS  MANUFACTURED  BY  THE 

POTTSVILLE  IRON  AND  STEEL  CO. 


OF  POTTSVILLE,  PENNA. 

ALSO, 

DESIGN  AND  CALCULATION 


IRON  AND  STEEL  FLOORS,  PLATE  GIRDERS,  ETC.,  AND  OTHER 
INFORMATION  OF  SERVICE  TO  WORKERS  IN  IRON. 


’ . A . ^ BY  . ^ ^ o j j j . 3 

D.;C.;BpANDC';-.»  ^ ^ 

MEMBER  OF  AMERICAN  SOCIETY  OF  CIVIL  ENGINEERS.  ' 

,'-'j  ^ - 7887.-  ^ p, 


7 BY 


PRINTED  BY 

J.  B.  LIPPINCOTT  COMPANY, 


PHILADELPHIA. 


Copyright,  1887,  by  pottsville  Iron  and  Steel  Co. 

— G-.  R.  TT-F»r  dersori,, — 
TTeoT.  Eit2*  r.  N t. 


rolung^Al 


Pottsville  Iron  and  Steel  Company, 


POTTSVILLE  ROLLING  MILLS 


MANUFACTURERS  OF 


SOLID  ROLLED  I BEAMS, 
ANGLES,  CHANNELS, 

T IRON, 


ROLLED  OF  EITHER  IRON 
OR  STEEL. 

••• 

BEST  REFINED  MERCHANT  BARS, 


Shafting,  Bridge  Iron,  Etc. 


RIVETED  GIRDERS  AND  COLUMNS 

OF  EVERY  DESCRIPTION. 

••• 


General  Office,  Pottsville,  Penna. 


OFFICERS. 


C.  M.  Atkins President. 

William  Atkins Treasurer, 

John  M.  Callen Secretary. 


I 

William  Atkins General  Manager, 

William  Brazier  . . . Superintendent  of  Rolling  Mills. 

Wm.  H.  Knowlton Chief  Engineer. 

Joseph  Summons Master  Mechanic, 


CORRESPONDENTS  WILL  PLEASE  ADDRESS 

POTTSVILLE  IRON  AND  STEEL  CO., 

pottsville,  penna. 


AGENTS. 

Wm.  H.  Wallace  & Co.  . 131  Washington  St.,  New  York. 

J.  F.  Bailey 257  S.  Fourth  St.,  Philadelphia. 

A.  G.  Tompkins  & Co 8 Oliver  St.,  Boston,  Mass. 

Ni 


CONTENTS. 


PAGE 

Remarks  on  the  tables  of  capacity 41 

Tables  of  capacity  of  wrought-iron  I beams  ....  45 

Tables  of  capacity  of  wrought-iron  channels  ....  73 

Tables  of  capacity  of  steel  I beams 97 

Tables  of  capacity  of  steel  channels 125 

On  determining  the  capacity  of  beams  and  channels  . 148 

On  the  properties  of  I beams  and  channels 155 

Table  of  properties  of  I beams 159 

Table  of  properties  of  channels 160 

On  concentrated  loading 161 

On  absolute  maxima  bending  moments  on  stringers  . 165 

On  the  use  of  the  tables  of  capacity 173 

On  plate  girders 179 

Single- webbed  plate  girders 188 

Box  girders 205 

Buckled  plates 212 

Buckled  plate  floors  214 

Trussed  girders 220 

Flitch  beams 228 

Bending  moments  and  shearing  forces 234 


7 


PAGE 


POTTSVILLE  IRON  AND  STEEL  CO., 


Moments  of  inertia  for  simple  shapes 235 

Moments  of  inertia  for  compound  shapes 236 

Bearing  of  girders  on  brick  walls 240 

Girders  formed  of  beams 240 

Weight  of  fire-proof  floors 244 

Standard  separators  for  beams 245 

Position  of  centre  of  inertia  of  a compound  section  . 246 

Columns  and  posts 247 

Strength  of  wrought-  and  cast-iron  columns 248 

Strength  of  wrought-iron  columns 249 

CrushiVig  loads  on  timber  and  stone 250 

Strength  of  timber  posts 251 

Wooden  beams  and  girders 252 

Shearing  and  bearing  value  of  rivets 255 

Bearing  values  and  moments  of  resistance  of  pins  . . 256 

Wind  pressure  on  roofs 257 

Weight  of  roof  coverings 258 

Angles  of  roofs 259 

Weight  of  bar  iron 262 

Upset  ends  and  weights  of  clevises  and  sleeve  nuts  . . 264 

Weight  of  wrought-iron  bars 265 

Weight  of  wrought-iron  flats 266 

Weights  for  plates  over  twelve  inches 267 

Weight  of  bars  over  one  inch  in  thickness 269 

Weight  of  square-headed  bolts 270 

Weight  of  square  and  hexagon  nuts 270 

Weight  of  rivets  and  rivet  heads 271 


8 


POTTSVILLE,  PENNA.,  U.  S.  A. 

PAGE 

Weight  of  square-headed  machine  bolts 272 

Sizes  and  weights  of  square  and  hexagon  nuts  ....  273 

Standard  sizes  of  wrought-iron  washers . 274 

Cast  heads  and  washers  for  combination  bolts  ....  274 

Weight  of  larger  sizes  of  hexagon  nuts 275 

Weight  of  nut  and  bolt  heads 275 


Weight  per  square  foot  of  iron  and  steel  . 
American  and  Birmingham  wire  gauges  . 

Weight  of  cast-iron  pipe 

Weight  of  wrought-iron  welded  tubes  . . 

Weight  of  ship  spikes 

I Number  of  nails  and  tacks  to  the  pound  . 

j Weight  of  railroad  spikes 

Weight  of  railroad  bars 

Weight  of  railroad  splices 

Note  on  brick  arches  for  floors 

Weight  of  materials 

Weight  of  timber 

Plastering 

American  slating 

Shingling 

Painting  and  glazing 

Skylight  and  floor  glass 

I Weight  of  flagging 

Brick  work  and  masonry 

Weight  of  galvanized  and  black  iron  . . 
Table  of  inches  in  decimal  parts  of  a foot 


9 


276 

278 

279 

280  I 

281  ! 

282 

282 

283 

283 

284 

284 

285 

285 

286 

286 

287 

288 
288 

288 

289 
292 


POTTSVILLE  IRON  AND  STEEL  CO. 


PAGE 

Table  of  fractions  of  an  inch  expressed  decimally  . . 294 

Measurements  of  length 295 

Measurements  of  weights 295 

Measurements  of  capacity 295 

Measurements  of  surface 295 

Table  of  squares  and  cubes 296 

Length  of  a circular  arc 300 

Trigonometrical  functions 301 

Natural  sines,  etc 302 

Properties  of  circular  arcs 303 

Proportions  of  the  circle  and  its  equal 304 

Areas  of  circles 306 

Circumferences  of  circles 307 

Constants  relating  to  the  circle 308 

Constants  relating  to  logarithmic  systems 308 

Constants  relating  to  gravity 309 

Reduction  multipliers 309 

Thermometers 310 


10 


! 


SHAPES  OF 


STEEL 


Manufactured  by  the 


IRONU^'STEEI 


CompaN^ 


1 1 


POTTSVILLE,  PENNA.,  U.  S.  A. 


13 


.1 

POTTSVILLE  IRON  AND  STEEL  CO., 


i6 


POTTSVILLE,  PENNA.,  U.  S.  A 


. 7, 


00 

tH 

w a o 

m H • 


7 ' 

'8  I 


<3 

a “ t2! 


16  ’ 


r 


17 


i8 


POTTSVILLE,  PENNA.,  U.S.  A. 


'9 


POTTSVILLE  IRON  AND  STEEL  CO. 


No.  27 

3"  BEAM 
24  LBS  P.  Y. 


' 2- 


No.  28 

3"  BEAM 
20  LBS  P.  Y. 


No.  29 

3''  BEAM 
16  LBS  P.  Y. 


1 9I” 

- — 


20 


POTTSVILLE,  PENNA.,  U.  S.  A. 


i^-lNCH  CHANNEL 


21 


POTTSVILLE  IRON  AND  STEEL  CO., 


No  32 


Depth 

of  channel, 
in  inches. 

Width 
of  flange, 
in  inches. 

Thickness 
of  web, 
in  inches. 

Weight 
per  yard, 
in  lbs. 

12 

3 

T5 

90.0 

12 

3ts 

y 

97.5 

12 

sys 

T5 

105.0 

12 

% 

112.5 

12 

sy 

H 

120.0 

12 

3tb 

% 

127.5 

12 

3% 

135.0 

12 

3/b 

% 

142.5 

12 

3K 

150.0 

No.  33 


Depth 
of  channel, 
in  inches. 

Width 
of  flange, 
in  inches. 

Thickness 
of  web, 
in  inches. 

Weight 
per  yard, 
in  lbs. 

12 

2% 

A 

64.0 

12 

21^ 

% 

71.5 

12 

2% 

A 

79.0 

12 

m 

86.5 

r 


No.  34 


Depth 

of  channel, 
in  inches. 

Width 
of  flange, 
in  inches. 

Thickness 
of  web, 

- in  inches. 

Weight 
per  yard, 
in  lbs. 

12 

2^ 

TB 

62.0 

12 

m 

% 

69.5 

12 

2% 

A 

77.0 

12 

2M 

y 

84.5 

i 


M 


22 


POTTSVILLE,  PENNA.,  U.  S.  A. 

lO" 


No.  35 


Depth 

of  channel, 
in  inches. 

Width 
of  flange, 
in  inches. 

Thickness 
of  web, 
in  inches. 

Weight 
per  yard, 
in  lbs. 

10 

2§f 

% 

60.0 

10 

2% 

A 

66.25 

10 

211 

72.5 

10 

3 

A 

78.75 

10 

% 

85.0 

10 

H 

91.25 

10 

3A 

% 

97.5 

10 

3^ 

li 

103.7 

10 

3tb 

Vs 

110.0 

10 

3% 

If 

116.25 

10 

3^ 

1 

122.5 

10 

31/^ 

lA 

128.75 

No.  36 


Depth 

of  channel, 
in  inches. 

Width 
of  flange, 
in  inches. 

Thickness 
of  web, 
in  inches. 

Weight 
per  yard, 
in  lbs. 

10 

2M 

A 

48.0 

10 

2A 

% 

54.0 

10 

2% 

A 

62.0’ 

^32 


1.3  I 


No.  37 


Depth 
of  channel, 
in  inches. 

Width 
of  flange, 
in  inches. 

Thickness 
of  web, 
in  inches. 

Weight 
per  yard, 
in  lbs. 

9 

23^ 

52.00 

9 

2A 

57.75 

9 

2^ 

M 

63.50 

9 

2lf 

a 

69.25 

9 

2% 

75.00 

9 

2if 

u 

80.75 

9 

3 

M 

86.50 

.IS. 


U 


3 


POTTSVILLE  IRON  AND  STEEL  CO., 


m 


No.  38 


Depth 

of  channel, 
in  inches. 

Width 
of  flange, 
in  inches. 

Thickness 
of  weh, 
in  inches. 

Weight 
per  rard, 
in  lbs. 

9 

2^ 

37.00 

9 

2K 

TB 

42.75 

9 

2* 

% 

48.50 

9 

2% 

■fe 

54.25 

No.  39 


Depth 

of 

channel. 

Width 

of 

flange. 

Thickness 

of 

web. 

Weight 

per 

yard. 

8 

2t"b 

40 

8 

2% 

% 

45 

8 

2A 

50 

8 

55 

8 

2A 

A 

60 

8 

2% 

% 

65 

8 

m 

H 

70 

■N32^ 


No.  40 


Depth 

Width 

Thickness 

Weight 

of 

of 

of 

per 

channel. 

flange. 

web. 

yard. 

8 

2A 

30 

8 

2>^ 

A 

35 

24 


POTTSVILLE,  PENNA.,  U.  S.  A. 


No.  41 


Depth 

of 

channel. 

Width 

of 

flange. 

Thickness 

of 

■web. 

Weight 

per 

yard. 

1 7 

2^4 

A 

35.0 

7 

Sx-V 

4 

39.5 

7 

24 

A 

44.0 

7 

2^ 

4 

48.5 

7 

24 

53.0 

7 

2^s 

4 

57.5 

No.  42 


Depth 

of 

channel. 

Width 

of 

flange. 

Thickness 

of 

web. 

Weight 

per 

yard. 

7 

2 

* 

25.0 

7 

2^ 

29.5 

7 

24 

34.0 

6" 


No.  43 


Depth 

of 

channel 

Width 

of 

flange. 

Th’k’ss 

of 

web. 

Weight 

per 

yard. 

6 

2 

4 

30.00 

6 

2^ 

TS 

33.75 

6 

24 

4 

37.50 

6 

2^ 

A 

41.25 

6 

24 

4 

45.00 

6 

2A 

A 

48.75 

6 

24 

4 

52.50 

y 


POTTSVILLE  IRON  AND  STEEL  CO., 


6" 


No.  44 


Depth 

of 

channel 

Width 

of 

flange. 

Th’k’ss 

of 

web. 

Weight 

per 

yard. 

6 

A 

22.50 

6 

m 

H 

26.25 

6 

m 

ipB 

30.00 

l 

'4' 


5" 


No.  46 


Width 

of 

flange. 

Th’k’ss 

of 

web. 

Weight 

per 

yard. 

m 

TB 

17.00 

IH 

20.25 

m 

TB 

23.50 

% 

26.75 

I 

y 

a' 


No.  48 


Width 

of 

flange. 

Th’k’ss 

of 

web. 

Weight 

per 

yard. 

m 

A 

15.0 

m 

17.5 

m 

A 

20.0 

IB 

% 

22.5 

26 


POTTSVILLE,  PENNA.,  U.S.  A. 


ANGLES  WITH  EQUAL  LEGS. 


In  ordering  give  either  -weight  or  thickness,  never  both. 
Length  of  leg  inoreases  with  the  weight. 


27 


1 


POTTSVILLE  IRON  AND  STEEL  CO., 


ANGLES  WITH  UNEQUAL  LEGS. 


In  ordering  give  either  weight  or  thickness,  never  both. 
Length  of  leg  increases  with  the  weight. 


28 


1 


POTTSVILLE,  PENNA.,  U.  S.  A. 


T IRON. 


29 


30 


POTTSVILLE,  PENNA.,  U.  S.  A. 

POTTSVILLE  IRON  AND  STEEL  CO.’S 

Standard  Brackets. 

For  fastening  Beams  to  headers. 


1 

4;^-^ 

FOR  15"  BEAMS 





if. — 4^: — •>) 

FOR  12"  AND  lOM"  BEAMS 


— ulf-l 


/ 


ic-  .r- 

POR  9"  AND  8"  BEAMS 


1 

1 

i: 

1 

I 

1; 

' III.  • ' 1 

U-3”-^ 

FOR  7"  AND  e"  BEAMS 

ALL  HOLES  ARE  {%"  DIAMETER  FOR  %"  BOLTS. 

ALL  BRACKETS  ARE  CUT  PROM  STANDARD  ANGLE  IRON, 
EXCEPT  WHEN  OTHERWISE  ORDERED. 


31 


POTTSVILLE  IRON  AND  STEEL  CO., 


GIRDERS. 


32 


POTTSVILLE,  PENNA.,  U.S.  A. 


33 


POTTSVILLE  IRON  AND  STEEL  CO., 


34 


POTTSVILLE,  PENNA.,  U.S.A. 


BUILT  COLUMNS. 


-Ol 


c 


c 


) 


TZ7- 


) 


iTl 


4 


35 


POTTSVILLE  IRON  AND  STEEL  CO., 


36 


<D 

o> 


ROOFS  FOR  POTTSVILLE  IRON  AND  STEEL  OO.’S  ROLLING  MILL,  POTTSVILLE 


ROOFS  FOE  POTTSVILLE  IRON  AND  STEEL  OO.'S  ROLLING  MILL,  P< 


POTTSVILLE  IRON  AND  STEEL  CO., 


38 


50  ft.- 


POTTSVILLE,  PENNA.,  U.  S.  A. 


V 


J 


PRICE  CURRENT. 


SUBJECT  TO  CHANGES  OF  MARKET 
WITHOUT  NOTICE. 


39 


5 


POTTSVILLE  IRON  AND  STEEL  CO., 

LIST  OF  REFINED  BAR  IRON 

MADE  BY 

POTTSVILLE  IRON  AND  STEEL  CO. 


ORDINARY  SIZES. 


No  Extra. 

Round  and  Square  

Flat  Iron 

Flat  Iron 


£ to  2 in. 

I to  4 in.  X i to  in. 
4|  to  6 in.  X i to  I in. 


EXTRA  SIZES. 

Round  and  Square. 

I and  in 

^ and  j3g  in 

Ts  in 

f in 

2^  to  2|  in 

3 to  3^  in 

3|t0  4 in 

4s  to  4 J in 

4s  to  5 in 

5s  to  in 

5|  to  6 in 


EXTRA  SIZES. 

Flats. 

I to  6 in.  X i and  in 

I X Ts  in 

4 to  6 in.  X Is  to  2 in 

4 to  6 in.  X 2^  to  3 in 

7  X I to  I in 

7 X Is  to  2 in 

7 X 2|  to  3 in 

8 X s to  I in 

8 X Is  to  2£  in 

9 X I to  I in 

9 X Is  to  2 in 

lo  X I to  I in 

10  X Is  to  2i  in 

11  X s i^o  1 in 

11  X Is  to  in 

12  X i to  I in .' 

12  X Is  to  2|  in 


PER  LB. 

PER  TON. 

i&o. 

$2  24 

^oC- 

4 48 

tIjC. 

8 96 

TffC. 

II  20 

TSO. 

2 24 

6 72 

5 r 

T(J^* 

II  20 

_6_p 

10^* 

13  44 

iIjC* 

17  92 

I c. 

22  40 

ItoC. 

33  60 

PER  LB. 

PER  TON. 

^4  48 

tV- 

8 96 

TqO. 

4 48 

tV- 

8 96 

tV- 

6 72 

T%C. 

8 96 

TqC- 

13  44 

-10^- 

8 96 

tV- 

13  44 

T%C. 

13  44 

foC- 

17  92 

ToC. 

17  92 

I c. 

22  40 

TSO. 

20  16 

lylgC. 

24  64 

T®oO. 

20  16 

ItsC. 

24  64 

6 to  12  in.  wide,  £ and  xs  in-  thick  = extra. 

For  cutting  to  specified  lengths,  from  to  ^^c.  per  lb. 


40 


POTTSVILLE,  PENNA.,  U.  S.  A. 


REMARKS 

ON  THE 

TABLES  OF  CAPACITY 

OF 

POTTSVILLE  ROLLING  MILLS’  SHAPES  OF 
IRON  AND  STEEL. 


TABLES  OF 

BEAMS  AND  CHANNELS, 


Showing  the  safe  load  for  varying  spans,  deflexions  under  the 
safe  load,  and  proper  spacing  of  shapes  for  loads 
varying  from  loo  to  200  lbs.  per  square  foot. 


The  first  column  gives  the  span  in  feet. 

The  second  column  gives  the  safe  load  in  nett  tons  (2000 
pounds),  uniformly  distributed,  which  the  shape  will  carry 
for  the  spans  given  in  the  first  column,  the  extreme  fibre 
stress  being  6.0  tons  per  square  inch  for  iron  shapes,  and 
7.8  tons  per  square  inch  for  steel  shaj'ies. 

The  third  column  gives  the  deflexion  at  centre  of  span 
for  the  safe  loads  given  in  second  column. 

The  fourth  column  gives  the  weight  of  the  shape  for  a 
length  equal  to  the  span  given  in  the  first  column. 

The  fifth  to  tenth  columns  give  the  maximum  distance 
apart  that  the  shapes  can  be  placed  to  safely  carry  loads  of 


41 


POTTSVILLE  IRON  AND  STEEL  CO., 


lOO  to  250  pounds  per  square  foot,  the  spans  being  as  in 
the  first  column. 

At  the  head  of  each  page  of  the  Tables  of  Capacity  are 
given  : 

1.  The  material  of  which  the  shape  is  made. 

2.  The  kind  of  shape,  number,  and  weight  per  yard. 

3.  The  depth  of  shape,  width  of  flange,  and  thickness 
of  web. 

4.  The  expression  for  the  safe  load  in  nett  tons. 

5.  The  maximum  shear  which  the  shape  can  bear  without 
crippling  of  the  web. 

6.  The  span  limit, — i.e.,  the  span  corresponding  to  the 
above  maximum  shear. 


EXTREME  FIBRE  STRESSES 

And  reduction  of  safe  loads  due  to  lateral  deflexion. 


The  safe  loads  given  in  the  following  series  of  tables 
include  the  weight  of  the  shapes  themselves,  and  assume 
that  lateral  dejlexion  does  not  occur.  Should  the  length 
of  span  exceed  almut  thhdy  times  the  width  of  flange,  the 
extreme  fibre  stress  should  be  reduced,  or  else  the  shapes 
should  be  stayed  together.  A table  is  given  on  page  43, 
which  shows  the  reduction  of  fibre  stresses  in  shapes  of  iron 
and  steel,  and  likewise  gives  the  proportion  of  the  tabular 
loads  which  the  shapes  will  stand,  corresponding  to  the 
reduced  unit  stress. 


42 

POTTSVILLE,  PENNA.,  U.  S.  A. 


REDUCTION  OF 


THE  EXTREME  FIBRE  STRESSES 


And  proportion  of  the  tabular  safe  loads  which  must  be  used 
when  the  ratio  of  span  to  the  flange 
width  of  shape  exceeds  30. 


Ratio  of  spaa 
to  flange  width  of 
shape. 

Corresponding 
extreme  flbre  stress 
for  iron  shapes. 

Corresponding 
extreme  fibre  stress 
for  steel  shapes. 

Proportion  of 
the  tabular  safe  loads 
which  must  be  used. 

30 

5-93 

771 

0.99 

35 

5-71 

7-43 

0-95 

40 

5-31 

6.90 

0.88 

45 

4.98 

6.48 

0.83 

50 

4.67 

6.07 

0.78 

55 

4-36 

5-67 

073 

60 

4.07 

5-29 

0.68 

65 

3-79  ! 

4-93 

0.63 

70 

j’54  i 

4.60 

0-59 

75 

3-29  1 

4.28 

0-55 

80 

3-07  i 

3-99 

0.51 

85 

2.86 

372 

0.48 

90 

2.67 

348 

045 

95 

2.50  i 

3-25 

0.42 

100 

2-33 

3-03 

0-39 

The  above  table  is  computed  from  the  expression 

f 


Pc 


where 


' 5000  \w/ 


p^,  = reduced  fibre  stress. 

fj,  = one-third  the  modulus  of  rupture. 

1 = length  of  span  I . . 

n • 1*-!,  r Both  in  same  units  of  dimension, 

w = flange  width  j 


Note. — The  exact  ratio  of  span  to  flange  width,  for 
which  the  fibre  stress  is  that  used  in  the  tables,  is  28.86. 


43 


POTTSVILLE  IRON  AND  STEEL  CO., 


MAXIMUM  SHEAR  AND  CORRESPONDING 
SPAN  LIMIT. 


Besides  the  capacity  of  the  beam  to  resist  transverse  load- 
ing,  there  is  also  a limit  to  the  load  which  may  be  put  on  a 
beam,  as  regards  its  web  resistance.  A beam  may  be  amply 
strong,  as  concerns  its  flange  area,  and  yet  unable  to  sustain 
the  load,  due  to  a very  thin  web. 

Ihe  maximum  shear  which  a beam  can  safely  bear  is 
determined  by  the  following  expressions : 


For  iron  shapes. 


3.0  tons 


For  steel  shapes, 

„ 4.0  tons 


1 + 


rh/2-|= 

^ 0 

L t J 

^L"-J 

3000 


3000 


where  h denotes  the  height  of  shape  in  inches,  and  t denotes 
the  thickness  of  web  in  inches. 

As  for  beams  under  uniformly  distributed  loads,  the  end 
shear  F^  is  one-half  the  total  load  on  the  beam,  we  see  that 
we  can  load  no  beam  greater  than  this  amount  without  ex- 
ceeding the  safe  shearing  stress. 

By  dividing  the  coefficient  for  one  foot  span  by  this  maxi- 
mum load,  we  get  the  “ span  limit,”  and  for  less  spans  we 
cannot  use  the  tabular  loads,  since  they  are  greater  than 
twice  the  maximum  shear. 

The  maximum  shear  and  the  span  limit  are  given  at  the 
head  of  each  Table  of  Capacity  of  shapes,  and  we  can  see, 
by  inspection  of  column  two  in  these  tables,  whether  in  any 
case  the  safe  load  there  given  is  greater  than  twice  the 
maximum  allowable  shear.  If  so,  the  safe  load  will  be 
determined  by  twice  the  shear  value. 

If  the  deflexion  of  the  shape  exceeds  one-thirtieth  (-J^) 
of  an  inch  per  foot  of  span,  there  is  danger  of  the  plaster 
of  the  ceiling  cracking.  This  limit  has  been  indicated  in 
the  tables  by  a heavy  black  line.  For  spans  below  this  line, 
shapes  should  not  be  used  where  there  is  a plaster  ceiling, 
or,  if  used,  the  load  should  be  decreased  until  the  corre- 
sponding deflexion  is  less  than  one-thirtieth  (-J^)  of  an  inch 
per  foot. 


44 


POTTSVILLE,  PENNA.,  U.  S.  A. 


TABLES 


OF  THE  CAPACITY  OF 


WROUGHT-IRON  X BEAMS 


THE  EXTREME  FIBRE  STRESS  BEING  6.0  TONS  PER  SQUARE  INCH,  WHICH 
IS  TWO-SEVENTHS  OF 


AND  THE  UNSTAYED  LENGTH  OF  FLANGE  NOT  EXCEEDING 
THIRTY  TIMES  ITS  WIDTH. 


The  span,  which  is  thirty  times  the  flange  width,  is  denoted  by  a dotted 
line  on  the  tables,  and  for  lengths  greater  than  this,  the  tabular 
safe  load  must  be  reduced  by  multiplying  it  by  the  factors 
given  in  table  on  page  43,  or  else  some  method 
of  staying  the  flanges  be  employed. 


UNDER  UNIFORMLY  DISTRIBUTED 
TRANSVERSE  LOADS, 


THE  MODULUS  OF  RUPTURE; 


X 


A 


45 


POTTSVILLE  IRON  AND  STEEL  CO., 


IRON  I BEAMS. 

15"  X BEAM.  SHAPE  No.  1.  250  LBS.  PER  YARD. 

Depth,  15".  Width  of  flange,  5%".  Thickness  of  web, 


bale  load  in  nett  tons  — ^ — . 

Span  m feet 

Maximum  shear  = 33.06  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 6.53'. 


Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 


Span,  in  feet. 

§ 

g 

1 

GO 

Deflexion,  in  incbe 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 
per  square  foot. 

250  lbs.  1 

per  square  foot. 

10 

43.20 

0.09 

833 

34-55 

II 

39-27 

O.II 

917 

28.56 

12 

36.00 

0.14 

1000 

34-28 

30.00 

24.00 

13 

33-23 

0.16 

1083 

34-08 

29.21 

25-56 

20.44 

14 

30-85 

0.19 

1167 

35-25 

29.38 

25.18 

22.03 

17.62 

15 

28.80 

0.21 

1250 

38.40 

30.72 

25.60 

21.94 

19.20 

15-36 

16 

27.00 

0.24 

1333 

33-75 

27.00 

22.50 

19.28 

16.87 

13-50 

17 

25.41 

0.27 

1416 

29.89 

23.91 

19.92 

17.08 

14.94 

11-95 

18 

24.00 

0.30 

1500 

26.66 

21-33 

17.77 

15-23 

13-33 

10.66 

19 

22.73 

0-33 

1583 

23-92 

19.14 

15-95 

13.67 

11.96 

9-57 

20 

21.60 

0-37 

1667 

21.60 

17.28 

14.40 

12.34 

10.75 

8.64 

21 

20.57 

0.41 

1750 

19-59 

15-67 

13,06 

II. 19 

9-79 

7-83 

22 

19.63 

0.45 

1833 

17.84 

14.27 

11.89 

10.19 

8.94 

7-13 

23 

18.78 

0.49 

1917 

16.33 

13.06 

10.88 

9-33 

8.16 

6.53 

24 

18.00 

0.53 

2000 

15.00 

12.00 

10.00 

8.57 

7-50 

6.00 

25 

17.28 

0.58 

2083 

13.82 

11.09 

9.21 

7-89 

6.91 

5-54 

26 

16.61 

0.63 

2167 

12.77 

10.23 

8.51 

7-30 

6.38 

5-11 

27 

16.00 

0.68 

2250 

11.85 

9-48 

7-90 

6.77 

5-92 

4-74 

28 

15.42 

0.73 

2333 

II.OI 

8.81 

7-34 

6.29 

5-50 

4-40 

29 

14.89 

0.78 

2417 

10.27 

8.21 

6.84 

5-87 

5-13 

4.10 

30 

14.40 

0.84 

2500 

9.60 

7-67 

6.40 

5-48 

4.80 

3-83 

31 

13-93 

0.90 

2583 

8.98 

7.19 

5-98 

5-13 

4-49 

3-59 

32 

13-50 

0.96 

2667 

8.43 

6.75 

5.62 

4.82 

4.21 

3-37 

33 

13.09 

1.02 

2750 

7-93 

6.34 

5.28 

4-53 

3-96 

317 

46 


POTTSVILLE,  PENNA.,  U.  S.  A. 


IRON  I BEAMS. 

15"  I BEAM.  SHAPE  No.  2.  200  LBS.  PER  YARD. 

Depth,  15".  Width  of  flange,  SyV'-  Thickness  of  web, 


Safe  load  in  nett  tons  = -7; r^-7 — 

Span  in  leet 

Maximum  shear  = 20.35  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 9.09'. 


Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 


Span,  in  feet. 

§ 

.s 

0 

Deflexion,  in  inches 

1 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

11 

12 

13 

14 

37-00 

33-64 

30.83 

28.46 

26.43 

00000 

M M W M b 

667 

733 

800 

867 

934 

30.21 

a^  t'- 
C^  ro 

29.36 

25.02 

21.58 

30-58 

25.69 

21.89 

18.88 

29.60 

24.46 

20.55 

17-51 

15.10 

15 

: 24.67 

0.21 

1001 

32.8926.31 

21.93  18.79 

16.44 

13.16 

16 

: 23.13 

0.24 

1067128.91  23.13 

19.27 

16.52 

14-45 

11.56 

17 

: 21.76 

0.27 

ii34!25-6o 

i20.481i7.07  14.63 

12.80 

10.24 

18 

1 20.56 

0.30 

1201 

22.84  18.27 

15-23 

13-05 

11.42 

9.14 

19 

i 19-47 

0.33 

1267 

20.49  16.3913.66 

II. 71 

10.24 

8.20 

20 

18.50 

0.37 

i334|I8.5o  14.80 

!i2.33  10.57 

9-25 

7-40 

21 

17.62 

0.41 

1401 

16.78 

13-42 

II. 19 

I 9-59 

8-39 

6.71 

22 

16.82 

0.45 

1467 

15-29 

12.23 

10.19 

8.74 

7.64 

6.12 

23 

16.09 

0.49 

1534  13-99 

II. 19 

9-33 

7-99 

6-99 

5.60 

24 

15.42 

0-53 

1601 

12.85 

10.28 

8-57 

7.89 

7-34 

6.42 

5-14 

25 

14.80 

0.58 

1668 

11.84 

9-47 

6.77 

5-92 

4-74 

26 

14.23 

0.63 

1734  10.95 

8.76 

7-30 

6.26 

•5-47 

4-38 

27 

13.70 

0.68 

1801 

10.15 

8.12 

6.77 

5-80 

5-07 

4.06 

28 

13.21 

0.73 

1868 

9-44 

7-55 

6.29 

5-39 

4-72 

3-78 

29 

12.76 

0.78 

1934 

8.80 

7-04 

5-87 

5-03 

4-40 

3-52 

30 

12.33 

0.84 

2001 

8.22 

6.58 

5-48 

4-70 

4.11 

3-29 

31 

11.94 

0.90 

2068 

7-70 

6.16 

5-^3 

4-40 

3-85 

3-08 

32 

11.56 

0.96 

2134 

7-23 

5.78 

4.82 

4-13 

3.61 

2.89 

33 

II. 21 

1.02 

2201 

6.79 

5-43 

4-53 

3-88 

3-39 

2.72 

47 


POTTSVILLE  IRON  AND  STEEL  CO., 


IRON  I BEAMS. 

15"  I BEAM.  SHAPE  No.  3.  150  LBS.  PER  YARD. 

Depth,  15".  Width  of  flange,  5".  Thickness  of  web,  §|". 


Safe  load  in  nett  tons  — -7; . 

Span  m leet 

Maximum  shear  = 12.60  tons. 


Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 11.19'. 


Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

Span,  in  feet. 

1 

0 

CO 

Deflexion,  in  inchei 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

11 

12 
13 

28.20 

25.64 

23-50 

21.69 

p p p p 
M M W 0 
hh  mD 

500 

550 

600 

650 

26.70 

26.11 

22.25 

26.64 

22.38 

19.07 

28.20 

23-31 

19.58 

16.68 

2^.56 

18.65 

15-67 

13-35 

14 

20.14 

0.19 

700 

28.77 

23.02 

19.18 

16.44 

14.38 

II.51 

15 

18.80 

0.21 

750 

25.07 

20.06 

16.71 

14-33 

12.53 

10.03 

16 

17.63 

0.24 

800 

22.04 

17-63 

14.69 

12.59 

11.02 

8.82 

17 

16.59 

0.27 

850 

19.52 

15.62 

13.01 

II. 15 

9.76 

7.81 

18 

15-67 

0.30 

900 

17.41 

13-93 

II. 61 

9-95 

8.71 

6.96 

19 

14.84 

0.33 

950 

15.62 

12.50 

10.41 

8.92 

7.81 

6.25 

20 

14.10 

0-37 

1000 

14.10 

11.28 

9.40 

8.06 

7-05 

5-64 

21 

13-43 

0.41 

1050 

12.79 

10.23 

8.53 

7-31 

6.39 

5-12 

22 

12.82 

0.45 

1 100 

11.65 

9-32 

7-77 

6.66 

5-82 

4.66 

23 

12.26 

0.49 

1150 

10.66 

8.53 

7.11 

6.09 

5-33 

4.26 

24 

11-75 

0-53 

1200 

9-79 

7-83 

6.53 

5-59 

4-89 

3-92 

25 

11.28 

0.58 

1250 

9.02 

7.22 

6.01 

5-15 

4-51 

3.61 

26 

10.85 

0.63 

1300 

8.35 

6.68 

5-57 

4-77 

4.18 

3-34 

27 

10.44 

0.68 

1350 

7-73 

6.18 

5-15 

4.42 

3-86 

3-09 

28 

10.07 

0.73 

1400 

7.19 

5-75 

4-79 

4.11 

3-59 

2.88 

29 

9-72 

0.78 

1450 

6.70 

5-36 

4-47 

3-83 

3-35 

2.68 

30 

9.40 

0.84 

1500 

6.27 

5.02 

4.18 

3-58 

3-13 

2.51 

31 

9.10 

0.90 

1550 

5-87 

4.70 

3-91 

3-35 

2-93 

2.35 

32 

8.81 

0.96 

1600 

5-51 

4.41 

3-67 

3-15 

2.75 

2.20 

33 

8.55 

1.02 

1650 

5.18 

4.14 

i 

3-45 

2.96 

2.59 

2.07 

48 


POTTSVILLE,  PENNA.,  U.  S.  A. 


IRON  I BEAMS. 

15"  I BEAM.  SHAPE  No.  4.  125  LBS.  PER  YARD. 

Depth,  15".  Width  of  flange,  4%".  Thickness  of  web,  tV'. 

c r , J • 228.0 

Safe  load  in  nett  tons  = . 

Span  m leet 

Maximum  shear  = 10.73  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 10.62'. 


Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

Span,  in  feet. 

"o 

a 

CO 

Deflexion,  in  inchei 

Weight  of  beam. 

100  lbs._ 
per  si^uare  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  fcot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

11  , 

12  ' 

22.80 

20.73 

19.00 

0.09 

O.II 

0.14 

417 

458 

500 

25-36I 

25-13 

21. II 

26.06 

21.54 

18.10 

22.80  18.24 
18.84  15.08 
15.83  12.67 

13 

17-54 

0.16 

542 

26.981 

21.58 

17.99  15.42 

13-49 

10.79 

14 

16.29 

0.19 

583 

23.27  18.62  15.51  13.30 

11.63 

9-31 

15 

15.20  , 

0.21 

625 

20.27,16.22 

13-51 

11.58 

10.13 

8.II 

16 

14.25 

0.24 

667 

17.81 

14.25 

11.87 

10.18 

8.91 

7.12 

17 

13-41 

0.27 

709 

1578 

12.62 

10.52 

9.02 

7-89 

6.31 

18 

12.67 

0.30 

750 

14.08 

11.26 

9-39 

8.05 

7-04 

5-63 

19 

12.00 

0-33 

792 

12.63 

lO.IO 

8.42 

7.22 

6.31 

5-05 

20 

11.40 

0.37 

834 

11.40 

9.12 

7.60 

6.51 

5-70 

4-56 

21 

10.86 

0.41 

87510.34 

8.27 

6.89 

5-91 

5-17 

4.14 

22 

10.36 

0.45 

917 

9-42 

7-54 

6.28 

5-38 

4.71 

3-77 

23 

9.91 

0.49 

959 

8.62 

6.90 

5-75 

4-93 

4-31 

3-45 

24 

9-50 

0-53 

1000 

7-92 

6.34 

5.28 

4-53 

3-96 

3-17 

25 

9.12 

0.58 

1043 

7-30 

5-84 

4.87 

4.17 

3-65 

2.92 

26 

: 8.77 

0.63 

1084 

6.75 

5-40 

4-50 

3-86 

3-38 

2.70 

27 

8.44 

0.68 

1125 

6.25 

5-00 

4.17 

3-57 

3-13 

2.50 

28 

8.14 

0-73 

1168 

5.81 

4-65 

3-87 

3-32 

2.91 

2.32 

29 

7-86 

0.78 

1 1209 

5-42 

4-34 

3.61 

3.10 

2.71 

2.17 

30 

7.60 

0.84 

1250 

1 5-07 

4.06 

3-38 

2.90 

2-53 

2.03 

31 

7-35 

0.90 

j 1292 

, 4-74 

3-79 

3.16 

2.71 

2.37 

1 1-90 

32 

7-13 

0.96 

1 1334 

4.46 

3-57 

2-97 

2-55 

2.23 

1 1.78 

33 

6.91 

1.02 

1375 

4.19 

3-35 

2-79 

2-39 

j 2.09 

i 1.68 
1 

49 


POTTSVILLE  IRON  AND  STEEL  CO., 


IRON  I BEAMS. 

12"  X BEAM.  SHAPE  No.  5.  170  LBS.  PER  YARD. 

Depth,  12".  Width  of  flange,  5%".  Thickness  of  web, 


Safe  load  in  nett  tons  = -7:; . 

Span  in  feet 

Maximum  shear  = 20.80  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 5.86'. 


Distance  apart,  in  feet,  centre  to  centre  of 


I 

beams,  for  safe  loads  of 

Span,  in  feet. 

§ 

1 

C/D 

Deflexion,  in  inclie 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

11 

12 

13 

14 

24.40 

22.18 

20.33 

i8-77 

1743 

0.12 

0.14 

0.16 

0.20 

0.23 

567 

624 

680 

737 

794 

19.92 

19.25 

16.60 

19.36 

16.50 

14-23 

20.16 

16.94 

14-43 

12.45 

19.52 

16.13 

13-55 

11-55 

9.96 

15 

16.27 

0.26 

850 

17-35 

14.46 

12.39 

10.84 

8.68 

16 

15-25 

0.30 

907 

19.06 

15-25 

12.71 

10.89 

9-53 

7.62 

17 

H-35 

0.34 

964 

16.88 

13-50 

11.25 

9-65 

8.44 

6.75 

18 

13-56 

0.38 

1021 

15-07 

12.06 

10.05 

8.61 

7-53 

6.03 

19 

12.84 

0.42 

1077 

13-51 

10.81 

9.01 

7.72 

6.75 

5-40 

20 

12.20 

0.46 

1134 

12.20 

9.76 

8.13 

6.97 

6.10 

4.88 

21 

11.62 

0.51 

1190 

11.07 

8.86 

7-38 

6.33 

5-53 

4-43 

22 

11.09 

0.56 

1247 

10.08 

8.06 

6.72 

5-76 

5-04 

4-03 

23 

10.61 

0.62 

1304 

9-23 

7-38 

6.15 

5-27 

4.61 

3-69 

24 

10.17 

0.67 

1361 

8.48 

6.78 

5-65 

4.84 

4-24 

3-39 

25 

9.76 

0-73 

1418 

7.81 

6.25 

5-21 

4.46 

3-91 

3.12 

26 

9-38 

0-79 

1474 

7.22 

5-78 

4.81 

4-13 

3.61 

2.89 

27 

9.04 

0.84 

1530 

6.70 

5-36 

4-47 

3-83 

3-35 

2.68 

28 

8.71 

0.91 

1588 

6.22 

4-98 

4.15 

3-55 

3-11 

2.49 

29 

8.41 

0.98 

1644 

5-80 

4.64 

3-87 

3-31 

2.90 

2.32 

30 

8.13 

1.05 

1700 

5-42 

4-34 

3.61 

3.10 

2.71 

2.17 

31 

7.87 

1. 12 

1758 

5.08 

4.06 

3-39 

2.90 

2.54 

2.03 

32 

7-63 

1.20 

1814 

4-77 

3.82 

3.18 

2.73 

2.38 

1.91 

33 

7-39 

1.27 

1871 

4-48 

3-58 

2-99 

2.56 

2.24 

1-79 

50 


POTTSVILLE,  PENNA.,  U.  S.  A, 


IRON  I BEAMS. 

12"  I BEAM.  SHAPE  No.  6.  125  LBS.  PER  YARD. 

Depth,  12".  Width  of  flange,  4^^".  Thickness  of  web, 

r , ^ ■ 185.00 

Safe  load  m nett  tons  = -7;; . — . — 

span  in  feet 

Maximum  shear  = 13.02  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 7.10'. 


• Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 


Span,  in  feet. 

<0 

a 

'TS 

i 

CO 

Deflexion,  in  inche! 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

18.50 

0.12 

416 

14.40 

II 

16.82 

0.14 

458 

15-35 

12.25 

12 

15.42 

0.17 

500 

17-13 

14.69 

12.90 

10.32 

13 

14.23 

0.20 

542 

14.65 

12.55 

10.96 

8.77 

14 

13.21 

0.23 

583 

15.09 

12.59 

10.79 

9.46 

7-54 

15 

12.33 

0.26 

625 

1315 

10.96 

9.40 

8.25 

6-57 

16 

11.56 

0.30 

667 

1445 

II. 61 

9-65 

8.25 

7.22 

5.80 

17 

10.88 

0.34 

708 

12.81 

10.27 

8.55 

7-31 

6.40 

5-13 

18 

10.28 

0.38 

750 

1143 

9-15 

7.61 

6.53 

5-71 

4-57 

19 

9-74 

0.42 

792 

10.25 

8.21 

6.83 

5.84 

5.12 

4.10 

20 

9-25 

0.46 

833 

9.28 

7.40 

6.19 

5.28 

4.64 

3-70 

21 

8.81 

0.51 

875 

8.39 

6.70 

5-59 

4.81 

4.19 

3-35 

22 

8.41 

0.56 

915 

7-65 

6.10 

5-07 

4.68 

3.82 

3-05 

23 

8.04 

0.61 

956 

7.01 

5-59 

4.64 

3-99 

3-50 

2-79 

24 

7.71 

0.66 

1000 

6.45 

5.16 

4-30 

3-67 

3.22 

2.58 

25 

7.40 

0.72 

1042 

5-95 

4.76 

3-95 

3-35 

2-97 

2.38 

26 

7.12 

0.78 

1083 

548 

4-38 

3.66 

3-15 

2-74 

2.19 

27 

6.85  1 

0.84 

1125 

5-07 

4.04 

3-38 

2.88 

2.58 

2.02 

28 

6.61 

0.91 

1167 

4-73 

3-77 

3-14 

2.69 

2.36 

29 

6.38 

0.98 

1208 

4.40 

3-52 

2.92 

2.66 

2.20 

30 

6.17 

1.05 

1250 

4.12 

3.28 

2.74 

2-35 

2.06 

31 

5-97 

1. 12 

1292 

3-85 

3.08 

2-53 

2.19 

32 

5.78 

1. 19 

1333 

3.61 

2.90 

2.41 

33 

5.61 

1.26 

1375 

2.69 

2.70 

51 


POTTSVILLE  IRON  AND  STEEL  CO., 


IRON  I BEAMS. 


12"  I BEAM.  SHAPE  No.  7. 


100  LBS.  PER  YARD. 


Depth,  12".  Width  of  flange,  4jV'-  Thickness  of  web,  /g". 


1 1 • J.44.UU 

bate  load  in  nett  tons  = -7^ ^ ^ — . 

bpan  in  leet 

Maximum  shear  = 10.63  tons. 


Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 6.77'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  spare  foot. 

125  lbs. 

per  spare  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

14.40 

0.12 

333 

14.40 

11.52 

II 

13.09 

0.14 

367 

13.60 

11.90 

9-52 

12 

12.00 

0.17 

400 

13-33 

11.43 

10.00 

8.00 

13 

11.08 

0.20 

433 

13-63 

11.36 

9-74 

8.52 

6.81 

14 

10.28 

0.23 

467 

14.68 

11.74 

9-79 

8.39 

7.34 

5.87 

15 

9.60 

0.26 

500 

12.80 

10.24 

8-53 

7-31 

6.40 

5-12 

16 

9.00 

0.30 

533 

11.25 

9.00 

7-50 

6.43 

5.62 

4-50 

17 

8.47 

0-34 

567 

9.96 

7-97 

6.64 

5-55 

4-98 

3-98 

18 

8.00 

0.38 

600 

8.89 

7. II 

5-93 

5.08 

4-45 

3-55 

19 

7.58 

0.42 

633 

7.98 

6.38 

5-32 

4-56 

3-99 

3-19 

20 

7.20 

0.46 

667 

7.20 

5-76 

4.80 

4.11 

3.60 

2.88 

21 

6.86 

0.51 

700 

6-53 

5.22 

4-35 

3-73 

3-27 

2.61 

22 

6.55 

0.56 

733 

5-95 

4.76 

3-97 

3-40 

2.97 

2.38 

23 

6.26 

0.61 

767 

5-44 

4-35 

3-63 

3-II 

2.72 

2.17 

24 

6.00 

0.66 

800 

5.00 

4.00 

3-33 

2.86 

2.50 

25 

576 

0.72 

833 

4.61 

3-69 

3-07 

2.63 

26 

5-54 

0.78 

867 

4.26 

3-41 

2.84 

27 

5-33 

0.84 

900 

3-95 

3.16 

2.63 

28 

5-14 

0.91 

933 

3-67 

2.94 

29 

4.96 

0.98 

967 

3-42 

2.74 

30 

4.80 

1.05 

1000 

3.20 

2.56 

31 

4.64 

1. 12 

1033 

2.99 

32 

4.50 

1. 19 

1067 

2.81 

33 

4-36 

1.26 

1100 

2.64 

1 

52 


POTTSVILLE,  PENNA.,  U.  S.  A. 


IRON  I BEAMS. 

10W'  I BEAM.  SHAPE  No.  8.  135  LBS.  PER  YARD. 

Depth,  Width  of  flange,  5".  Thickness  of  web, 


Safe  load  in  nett  tons  = -7; . 

Span  in  leet 

Maximum  shear  = 13.27  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 6.86'. 


Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 


Span,  in  feet. 

j 

1 

,<p 

OQ 

Deflexion,  in  inches 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

11 

12 
13 

18.20 

16.55 

15-17 

14.00 

0.14 

0.16 

0.19 

0.23 

450 

495 

540 

585 

14.32 

14.40 

12.26 

15.00 

12.65 

10.75 

14.50 

12.01 

lO.IO 

8.61 

14 

15 

16 

17 

18 

19 

20 
21 
22 
23 

1^.00 

12.13 

11-37 

10.71 

lO.II 

; 9.58 

9.10 
' 8.67 

8.27 
! 7-91 

0.27 

0.31 

0.35 

0-39 
0.44 
i 0.49 

j 0.54 

0.60 

0.66 

0.72 

630 

675 

720 

765 

810 

855 

900 

945 

990 

1035 

18.50 

16.12 

14.21 

12.55 

11. 21 

10.04 

9.10 

8.25 

7-51 

6.87 

14.82 

12.90 

11-34 

9-95 

8-95 

8.06 

7.26 

6.60 

6.00 

5-50 

12.34 

10.75 

9-45 

8.35 

7-47 

6.67 

6.05 

5-50 

5.00 

4-58 

10.60 

9.20 

8.10 

7.18 

6.38 

5-71 

5-17 

4-70 

4.28 

3.80 

9.28 

8.06 

7.10 

6.27 

5.60 

5.02 

4-55 

4.12 

3-75 

3-43 

7-40 

6.45 

5-67 

4-97 

4-47 

4-03 

3-63 

3-30 

3.00 

2.75 

24 

7.58 

0.78 

1080 

6.30 

5-04 

4.20 

3.60 

3-15 

2.52 

25 

7.28 

0.85 

1125 

5.80 

4.66 

3-86 

3-32 

2.90 

2-33 

26 

! 7-00 

0.92 

1170 

5-38 

4.28 

3-58 

3.06 

2.69 

2.14 

27 

6.74 

0-99 

1215 

5.00 

3-99 

3-32 

2.90 

2.50 

28 

6.50 

1.07 

1260 

4.62 

3-70 

3-09 

2.65 

29 

6.28 

1. 14 

1305 

4-32 

3-44 

2.90 

2.56 

30 

6.07 

1.22 

1350 

4-03 

3.22 

2.69 

2.30 

31 

5-87 

1.30 

1395 

3-78 

2.92 

2.52 

32 

5-69 

1-39!  1440 

3-55 

2.83 

33 

5-52 

1.48 

1485 

3-31 

1 

1 

1 

1 

1 

53 


I 


POTTSVILLE  IRON  AND  STEEL  CO., 


IRON  I BEAMS.  | 

1034"  I BEAM.  SHAPE  No.  9.  105  LBS.  PER  YARD. 

Depth,  io34".  Width  of  flange,  Thickness  of  web,  34". 


Safe  load  in  nett  tons  = ^ — . 

Span  in  feet 

Maximum  shear  = 12.13  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  — 5.52'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

13.40 

0.14 

350 

13.40 

10.72 

II 

12.18 

0.16 

385 

12.66 

11.07 

8.86 

12 

II. 17 

0.19 

420 

14.90 

12.41 

10.64 

9-31 

7-45 

13 

10.31 

0.23 

455 

12.69 

10-57 

9.06 

7-93 

6.34 

14 

9-57 

0.27 

490 

13.67 

10.94 

9. II 

7.81 

6.83 

547 

15 

8.93 

0.31 

525 

II.91 

9-53 

7-94 

6.81 

5-95 

4.76 

16 

8.37 

0-35 

560 

10.46 

8.37 

6.97 

5.98 

5-23 

4.18 

17 

7.88 

0-39 

595 

9.27 

7.42 

6.18 

5-30 

4-63 

3-71 

18 

7-44 

0.44 

630 

8.27 

6.62 

5-51 

4.73 

4-13 

3-31 

19 

7-05 

0.49 

665 

7.42 

5-74 

4.78 

4.10 

3-58 

2.87 

20 

6.70 

0.54 

700 

6.70 

5-36 

447 

3-83 

3-35 

2.68 

21 

6.38 

0.60 

735 

6.08 

4.86 

4-05 

347 

3-04 

243 

22 

6.09 

0.66 

770 

5-54 

443 

3-69 

3-17 

2.77 

23 

5-83 

0.72 

805 

5-07 

4.06 

3-38 

2.90 

2-53 

24 

5.58 

0.78 

840 

4-65 

3-72 

3.10 

2.66 

25 

5-36 

0.85 

875 

4.29 

343 

2.86 

245 

26 

5-15 

0.92 

910 

3-96 

3-17 

2.64 

27 

4.96 

0.99 

945 

3-67 

2.94 

245 

28 

4-79 

1.07 

980 

342 

2.74 

29 

4.62 

1. 14 

1015 

3-19 

2-55 

30 

4-47 

1.22 

1050 

2.98 

31 

4-32 

1.30 

1085 

2.79 

32 

4.19 

1-39 

1120 

2.62 

33 

4.06 

1.48 

1155 

2.46 

T 


54 


POTTSVILLE,  PENNA.,  U.  S.  A. 


IRON  I BEAMS. 

1 0K"  I BEAM.  SHAPE  No.  10.  90  LBS.  PER  YARD. 

Depth,  io)4".  Width  of  flange,  4^"-  Thickness  of  web, 

116.00 

Safe  load  in  nett  tons  = ^ 

Span  m leet 

^Maximum  shear  = 9.08  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 6.39'. 


Span,  in  foot. 

Safo  load,  in  nott  tons. 

Dofloxion,  in  inchos. 

Woight  of  beam. 

Distanco  apart,  in  foot,  centro  to  centre  of 
beams,  for  safe  loads  of 

. 100  lbs. 
per  square  foot. 

125  lbs. 

per  square  loot. 

150  lbs. 

per  square  toot. 

175  Ibs.^ 
per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

11.60 

0.14 

300 

1 

i 

1 

14-031 

11.60 

9.28 

II 

10-55 

0.16 

330 

12.79 

10.96 

9-59; 

7.67 

1 

9.67 

0.19 

360 

12.88  10.74 

9.20 

8.05 

6.44 

13 

8.92 

0.23 

390 

13.72  10.90 

9.08 

7.78 

6.81 

5-49 

14 

8.29 

0.27 

420 

11.84 

9-47 

7.89 

6.77 

5-92| 

4-74 

15 

7-73 

0.31 

450 

10.31 

8.25 

6.87 

5-89 

5-i5j 

4.12 

16 

7.25 

0-35 

480 

9.06 

7-25 

6.04 

5.18 

4-53 

3.62 

17 

6.82 

0-39 

510 

8.02 

6.42 

5-35 

4-58 

4.01 

3.21 

18 

6.44 

0.44 

540 

7.16 

5-73 

4-77 

4.09 1 

3-58| 

2.86 

19 

6.1 1 

0-491 

570 

6.^3 

5-14 

4.29 

3-67! 

3.21 

2-57 

20 

5.80 

0-54; 

600 

5.80 

4.64 

3-87 

3-31 

2.90 

2.32 

21 

5-52 

0.601 

630 

5.26 

4.21 

3-51 

3.01 

2.63 

2.10 

22 

5-27 

0.66 

660 

4-79 

3-83 

3-19 

2.72 

1 2.39 

i 

23 

5-04 

0.72 

i 690 

4.38 

3-50 

2.92 

2.50 

! 2.19 

1 

24 

4-83 

1 0.78 

720 

, 4.02 

3.22 

2.68 

2.29 

2.01 

25 

4.64 

0.85 

750 

3-71 

2.97 

2.47 

I 2.12 

26 

4.46 

0.92 

780 

3-43 

2.74 

2.29 

1 

27 

4.30 

0.99 

810 

330 

2.64 

2.12 

28 

4.14 

1.07 

840 

2.96 

2.37 

29 

4.00 

1. 14 

870 

! 2.76 

2.21 

30 

3-87 

1.22 

900 

; 2.58 

2.06 

31 

3-74 

1.30 

930 

: 2.41 

1 

32 

3.62 

1-39 

960 

i 2.26 

1 

33 

3-52 

1.48 

990 

1 

2.13 

55 


POTTSVILLE  IRON  AND  STEEL  CO., 


IRON  I BEAMS. 

10"XBEAM.  SHAPE  No.  11.  1 05  LBS.  PER  YARD. 

Depth,  lo".  Width  of  flange,  4%".  Thickness  of  web,  34". 

Safe  load  in  nett  tons  — - — . 

Span  m teet 

Maximum  shear  = 11.90  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 5.42'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 
per  square  foot. 

250  lbs. 

per  square  foot. 

10 

12.90 

0.15 

350 

12.90 

10.32 

II 

11-73 

0.18 

385 

12.19 

10.67 

8.53 

12 

10-75 

0.21 

420 

11-95 

10.24 

8.96 

7.16 

13 

9-92 

0.24 

455 

12.21 

10.17 

8.72 

7-63 

6.10 

14 

9.21 

0.28 

490 

13.16 

10.53 

8.77 

7-52 

6.58 

5-26 

15 

8.60 

0.33 

525 

11.47 

9.18 

7-65 

6-55 

5-74 

4-59 

16 

8.06 

0-37 

560 

10.07 

8.06 

6.71 

5-75 

5-03 

4-03 

17 

7-59 

0.41 

595 

8-93 

7.14 

5-95 

5.10 

4-47 

3-57 

18 

7.17 

0.46 

630 

7.96 

6-37 

5-31 

4-55 

3-98 

3.18 

19 

6.79 

0.52 

665 

6.62 

5-30 

4.41 

3-78 

3-31 

2.65 

20 

6.45 

0.58 

700 

6.45 

5.16 

4-30 

3-69 

3-22 

2.58 

21 

6.14 

0.64 

735 

5-85 

4.68 

3-90 

3-34 

2.92 

2-34 

22 

5-86 

0.70 

770 

5-33 

4.26 

3-55 

3-05 

2.66 

2.13 

23 

5.61 

0.76 

805 

4.88 

3-90 

3-25 

2-79 

2.44 

24 

5-38 

0.83 

840 

4-48 

3-58 

2-99 

2.56 

2.24 

25 

5.16 

0.91 

875 

4-13 

3-30 

2.75 

2.36 

2.07 

26 

4.96 

0.98 

910 

3.81 

3-05 

2.54 

2.18 

27 

4-78 

1.05 

945 

3-54 

2-83 

2.36 

2.02 

28 

4.60 

1-13 

980 

3-29 

2.63 

2.19 

29 

4-44 

1. 21 

1015 

3.06 

2.45 

2 04 

30 

4-30 

1.29 

1050 

2.87 

2.30 

31 

4.16 

1-38 

1085 

2.68 

2.14 

32 

4-03 

1.48 

1120 

2.52 

2.02 

33 

3-91 

1.58 

1155 

2.37 

56 


POTTSVILLE,  PENNA.,  U.S.  A. 

IRON  I BEAMS. 

10"!  BEAM.  SHAPE  No.  12.  90  LBS.  PER  YARD. 

Depth,  lo".  Width  of  flange,  4%".  Thickness  of  web,  xV'* 


bate  load  m nett  tons  = -7^ ^ — 7 . 

bpan  in  feet 

Maximum  shear  = 9.79  tons. 


Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 5.67'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

II. 10 

0.15 

300 

12.69 

II. 10 

8.88 

II 

10.09 

0.18 

330 

12.23 

10.49 

9.18 

7-34 

12  > 

9-25 

0.21 

360 

12. 33  10.28 

8.81 

7.71 

6.16 

13 

8.54 

0.24 

390 

1314 

10.51 

1 8.76 

7-51 

6.57 

5.26 

14 

7.93 

0.28 

420 

11-33 

9.06 

7-55 

6.47 

5-67 

4-53 

15  : 

7.40 

i 0-33 

450 

9.87 

7.89 

6.58 

5-64 

4-93 

3-95 

16  ! 

6.94 

0.37 

480 

8.68 

6.94 

5-79 

4.96 

4-34 

3-47 

17 

6.53 

0.41 

510 

; 7.68 

6.14 

5.12 

4-39 

3-84 

3-07 

18 

6.17 

0.46 

540 

6.86 

5-48 

4-57 

3-92 

3-43 

2.74 

19 

5-84 

0.52 

570 

: 6.15 

4.92 

4.10 

3-51 

3.08 

2.46 

20 

5-55 

0.58 

' 600 

i 5-55 

4.44 

3-70 

3-17 

2.78 

2.22 

21 

5-29 

0.64 

j 630 

5.04 

4.03 

3-36 

2.88 

2.52 

2.02 

22  1 

5-05 

0.70 

660 

4-59 

3-67 

3.06 

2.62 

2.29 

23  1 

4-83 

0.76 

690 

4.20 

3-36 

2.80 

2.40 

2.10 

24 

4.63 

0.83 

720 

3-83 

3.06 

2-55 

2.19 

25 

4.44 

0.91 

750 

3-55 

2.84 

2.37 

2.03 

26 

4.27 

0.98 

780 

3-28 

2.62 

2.19 

27 

4.11 

1.05 

810 

3-04 

2.43 

2.03 

28 

3-96 

i-i3 

840 

2.83 

2.26 

29 

3-83 

1. 21 

870 

2.64 

2. II 

30 

370 

1.29 

900 

2.471 

31 

3-58 

1.38 

930 

2.311 

32 

3-47 

1.48 

960 

2.17 

33 

3-36 

X.58 

990 

2.04 

57 


POTTSVILLE  IRON  AND  STEEL  CO. 


IRON  I BEAMS. 

9"  I BEAM.  SHAPE  No.  13.  90  LBS.  PER  YARD. 

Depth,  9".  Width  of  flange,  4%".  Thickness  of  web,  3^". 

r-  1 • q8.oo 

baie  load  in  nett  tons  = -j:; — ^ — ; — r . 

span  in  teet 

Maximum  shear  = 11.18  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  — 4.39'. 


58 


POTTSVILLE,  PENNA.,  U.  S.  A. 


IRON  I BEAMS. 

9"  I BEAM.  SHAPE  No.  14.  85  LBS.  PER  YARD. 

Depth,  9".  Width  of  flange,  4^".  Thickness  of  web,  xV'- 


Safe  load  in  nett  tons  = -7=: — . 

Span  m leet 

IMaximum  shear  = 9.22  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 5.20^ 


Span,  in  feet. 

1 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

§ 

0 

s2 

CO 

, Deflexion,  in  inchei 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

9.60 

0.16 

283 

19.20 

15-36 

12.80 

10.97 

9.60 

7.68 

II 

8.73 

0.19 

312 

15.87 

12.70 

10.58 

1 9.07 

7-93 

6-35 

12 

8.00 

0.23 

340 

13-33 

10.66 

8.89 

7.62 

6.66 

5-33 

13 

7-38 

0.27 

368 

12.12 

9.70 

8.08 

6.93 

6.06 

4-85 

14 

6.86 

0.31 

397 

9.80 

7-84 

6.53 

5.60 

4.90 

3-92 

15 

6.40 

0-35 

425 

8.53 

6.82 

5.68 

4-87 

4.26 

3-41 

16 

6.00 

0.40 

453 

7-50 

6.00 

5.00 

4.28 

3-75 

3.00 

17 

5.65 

0.46 

482 

6.65 

5-32 

4-43 

3-80 

3-32 

2.66 

18 

5-33 

0.51 

510 

5-92 

4-73 

3-94 

3-38 

2.96 

2.36 

19 

5-05 

0-57 

538 

5-32 

4-25 

3-55 

3-04 

2.66 

2.13 

20 

4.80 

0.63 

567 

4.80 

3-84 

3.20 

2.74 

2.40 

i 

21 

4-57 

0.70 

595 

4-35 

3-48 

2.90 

2.49 

2.17 

1 

i 

22 

4-36 

0.77 

623 

3-96 

3-17 

2.64 

2.26 

23 

4.17 

0.84 

652 

3-63 

2.90 

2.42 

2.07 

24 

4.00 

0.91 

680 

3-33 

2.66 

2.22 

25 

3-84 

0.99 

708 

3-07 

2.42 

26 

3-69 

1.07 

737 

2.84 

2.27 

27 

3-56 

1. 16 

765 

2.64 

2. II 

28 

343 

1.24 

793 

245 

29 

3-31 

1-33 

822 

2.28 

30 

3.20 

143 

850 

2.13 

31 

3.10 

1-53 

878 

2.00 

32 

3.00 

1.63 

907 

33 

2.91 

i-74j 

935  , 

59 


POTTSVILLE  IRON  AND  STEEL  CO., 


IRON  I BEAMS. 

9"  I BEAM.  SHAPE  No.  15.  70  LBS.  PER  YARD. 

Depth,  g".  Width  of  flange,  4".  Thickness  of  web, 

Safe  load  in  nett  tons  = -7^ — . 

Span  in  feet 

Maximum  shear  = 7.33  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 5.05'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

7.40 

0.16 

233 

14.80 

11.84 

9.87 

8.46 

7.40 

5-92 

II 

6.73 

0.19 

256 

12.24 

979 

8.16 

6.99 

6.12 

4.90 

12 

6.17 

0.23 

280 

10,28 

8.22 

6.85 

5.87 

5-14 

4.II 

13 

5-69 

0.27 

303 

8.75 

7.00 

5-83 

5.00 

4.37 

3*50 

14 

5-29 

0.31 

326 

7-56 

6.05 

5-04 

4-32 

378 

3.02 

15 

4-93 

0-35 

350 

6.57 

5.26 

4-38 

375 

3.28 

2.63 

16 

4-63 

0.40 

373 

579 

4-63 

3.86 

3-31 

2,89 

2.32 

17 

4-35 

0.46 

396 

5.12 

4.10 

341 

2.93 

2.56 

2.05 

18 

4.11 

0.51 

419 

4-57 

3.66 

3-05 

2.61 

2.28 

19 

3-89 

0.57 

443 

4.09 

3-27 

2.73 

2.34 

2.04 

20 

370 

0.63 

466 

370 

2.96 

2.47 

2. 1 1 

21 

3-52 

0.70 

489 

3-35 

2.68 

2.23 

22 

3-36 

0.77 

513 

3-05 

2.44 

2.03 

23 

3.22 

0.84 

536 

2.80 

2.24 

24 

3.08 

0.91 

559 

2.57 

2.06 

25 

2.96 

0.99 

583 

2-37 

i 

26 

2.85 

1.07 

606 

2.19 

27 

2.74 

1. 16 

629 

2.03 

28 

2.64 

1.24 

652 

29 

2.55 

1-33 

676 

30 

2.47 

1-43 

699 

31 

2.39 

1-53 

722 

32 

2.31 

1.63 

746 

33 

2.24 

1.74 

769 

60 


POTTSVILLE,  PENNA.,  U.  S.  A 


IRON  I BEAMS. 

8"  Z BEAM.  SHAPE  No.  16.  80  LBS.  PER  YARD. 

Depth,  8".  Width  of  flange,  45V'.  Thickness  of  web, 


Safe  load  in  nett  tons  = -r:; ^ — - — . 

Span  in  leet 

I ^Maximum  shear  = 10.20  tons. 

Span  limit  for  uniformly  distributed  load  of  tsvice  the  maximum 
shear  = 3.77'. 


Span,  in  foot. 

Safo  load,  in  notl  tons. 

Defloxion,  in  inchos. 

Woight  of  boam. 

' 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

7.70 

0.18 

266 

15.40 

12.32 

10.26 

00 

bo 

0 

7.70 

6.16 

II 

7.00 

0.22 

293 

12.73 

10.18 

8.48 

7.28 

6.36 

5-09 

12 

6.42 

0.26 

320 

10.70 

' 8.56 

7-13 

6. II 

5-35 

4.28 

13 

5-92 

0.30 

346 

9.II 

7.29 

6.07 

5.20 

4-55 

3-64 

14 

550 

0-35 

373 

' 7-85 

6.28 

5-23 

' 449 

3-92 

3-14 

15 

5-13 

0.40 

400 

6.84 

5-47 

4-56 

' 3-91 

342 

2.73 

16 

4.81 

0.46 

426 

6.01 

4.80 

4.01 

343 

3.00 

2.40 

17 

4-53 

0.52 

453 

5-66 

4-53 

3-77 

3-23 

2.83 

18 

4.28 

0.58 

480 

4-75 

3.80 

3.16 

2.71 

2.37 

j 

19 

4-05 

0.64 

506 

4-25 

340 

2.83 

2.43 

20 

3-85 

0.71 

532 

3-85 

3.10 

2.56 

21 

3-67 

0.79 

560 

3-50 

2.80 

22 

3-50 

0.86 

586 

3.18 

2.54 

23 

3-35 

0.94 

613 

2.91 

24 

3.21 

1.03 

640 

2.67 

25 

3.08 

1. 12 

666 

2.46 

26 

2.96 

1.20 

692 

27 

2.85 

1-30, 

720 

28 

2-75 

1.40 

746 

29 

2.66 

1.50 

773 

30 

2.57 

1.60 

800 

31 

2.48 

1.71 

826 

32 

2.41 

1.82 

853 

1 

33 

1 

2-33 

1-93 

880 

1 

. 1 

61 


POTTSVILLE  IRON  AND  STEEL  CO. 


IRON  I BEAMS. 

8"  I BEAM.  SHAPE  No.  17.  65  LBS.  PER  YARD. 

Depth,  8".  Width  of  flange,  4".  Thickness  of  web, 


o r 1 1 • UO.UU 

bale  load  in  nett  tons  = -7^ ^ — - — . 

bpan  in  feet 

Maximum  shear  = 5.23  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 6.50'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

! 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

6.80 

0.18 

216 

13.60 

10.88 

9.06 

7-77 

6^8o 

544 

II 

6.18 

0.22 

238 

11.23 

8.98 

7.48 

6.41 

5.62 

449 

12 

5-67 

0.26 

260 

945 

7-56 

6.30 

540 

4.72 

378 

13 

5-23 

0.30 

282 

8.04 

6.43 

5-36 

4-59 

4.02 

3.21 

14 

4.86 

0-35 

304 

6.94 

5-55 

4.62 

3-96 

347 

2.77 

15 

4-53 

0.40 

325 

6.04 

4-83 

4-03 

345 

3.02 

2.41 

16 

4-25 

0.46 

347 

5-31 

4-25 

3-54 

3-03 

2.66 

2.12 

17 

4.00 

0.52 

369 

4.70 

3-76 

3-13 

2.68 

2-35 

18 

3-78 

0.58 

390 

4.20 

3-36 

2.80 

2.40 

19 

3-58 

0.64 

412 

3-76 

3.00 

2-51 

20 

340 

0.71 

432 

340 

2.72 

21 

3-24 

0.79 

454 

3.08 

2.46 

22 

3-09 

0.86 

476 

2.81 

23 

2.96 

0.94 

498 

2.57 

i 

24 

2.83 

1.03 

520 

25 

2.72 

1. 12 

542 

26 

2.62 

1.20 

564 

27 

2.52 

1.30 

586 

28 

243 

1.40 

608 

29 

2.34 

1.50 

629 

30 

2.21 

1.60 

648 

31 

2.19 

1.71 

672 

32 

2.12 

1.82 

694 

33 

2.06 

1-93 

714 

62 


POTTSVILLE,  PENNA.,  U.S.  A. 


IRON  I BEAMS. 

7"  Z BEAM.  SHAPE  No.  18.  65  LBS.  PER  YARD. 

Depth,  7".  Width  of  flange,  3jV'-  Thickness  of  web,  §|". 


■ 55-00 

Safe  load  in  nett  tons  = ; — = — . 

Span  in  feet 

Maximum  shear  — 8.18  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 3.36'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs, 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

5-50 

0.20 

217 

1 1. 00 

8.80 

7-33 

6.29 

5-50 

4.40 

II 

5.00 

0.25 

239 

9.09 

7.27 

6.06 

5-19 

4-54 

3-64 

12 

4-58 

0.29 

260 

7-63 

6.10 

5-09 

4-36 

3.81 

3-05 

13 

4-23 

0-35 

282 

6.51 

5.21 

4-34 

372 

3-25 

2.60 

14 

3-93 

0.40 

304 

5.61 

449 

3-74 

3.21 

2.81 

2.24 

15 

3-67 

0.46 

326 

4.89 

3-91 

3.26 

2.79 

2.44 

16 

3-44 

0.52 

347 

4-30 

344 

2.87 

2.46 

2-15 

17 

3-24 

0.59 

369 

3.81 

3-05 

2.54 

2.18 

18 

3.06  . 

; 0.66 

390 

340 

2.72 

2.27 

19 

2.89 

0.74 

412 

3-04 

2.43 

2.03 

20 

2.75 

: 0.82 

434 

2.75 

2.20 

21 

2.62 

0.90 

456 

2.50 

2.00 

22 

2.50 

0.99 

477 

! 2.27 

1 

23 

2-39 

1.08 

499 

2.08 

24 

2.29 

1. 17 

520 

25 

2.20 

1.27 

543 

26 

2.12 

1.38 

564 

j 

27 

2.04 

1.49 

586 

28 

1.96 

1.60 

608 

1 

1 

29 

1.90 

1.72 

629 

30 

1.83 

1.84 

650 

31 

1.77 

1.96 

673 

Span  limit  for  tabular  safe 

32 

1.72 

2.08 

694 

loads  ^ 

= g.oob 

33 

1.67 

2.20 

716 

POTTSVILLE  IRON  AND  STEEL  CO., 

IRON  I BEAMS. 

7"  I BEAM.  SHAPE  No.  19.  55  LBS.  PER  YARD. 

Depth,  7".  Width  of  flange,  Thickness  of  web, 


Safe  load  in  nett  tons  = 

Span  in  leet 

Maximum  shear  = 5.31  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 4.70'. 


64 


POTTSVILLE,  PENNA.,  U.S.  A. 


IRON  I BEAMS. 


6"  I BEAM.  SHAPE  No.  20.  5^0  LBS.  PER  YARD. 

Depth,  6".  Width  of  flange,  2^".  Thickness  of  web,  §§". 


Safe  load  in  nett  tons 


36.00 


Span  in  feet  ’ 
Maximum  shear  = 6.39  tons. 


Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 2.82'. 


65 


POTTSVILLE  IRON  AND  STEEL  CO, 


IRON  I BEAMS. 

6"  I BEAM.  SHAPE  No.  21.  40  LBS.  PER  YARD. 

Depth,  6".  Width  of  flange,  zYs'-  Thickness  of  web, 


Safe  load  in  nett  tons  = 


32.00 


Span  in  feet  ‘ 
Maximum  shear  = 3.30  tons. 


Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 4.85'. 


POTTSVILLE,  PENNA.,  U.  S.  A. 


IRON  I BEAMS. 

5"  I BEAM.  SHAPE  No.  22.  40  LBS.  PER  YARD. 

Depth,  5".  Width  of  flange,  Thickness  of  web, 

25.00 


Safe  load  in  nett  tons  = 
Maximum  shear  = 


Span  in  feet  ’ 
5.03  tons. 


Span  limit  for  uniformlj^  distributed  load  of  twice  the  maximum 
shear  = 2.48'. 


Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 


Span,  in  feet. 

§ 

0 

1 

Deflexion,  in  inches 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs.  • 
per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

3 

4 

5 

6 

7 

8 

8.34 

6.25 

5.00 

4.17 

3-57 

3.12 

0.02 

0.04 

0.07 

O.IO 

0.14 

0.18 

40 

53 

67 

80 

93 

107 

55-6o 

31-25 1 

20.00 

13-90 

10.20 

7.80 

44.48 

25.00 

16.00 

II. 12 

8.16 

6.24 

1 

37.06 

20.83 

13-33 

9-27 

6.80 

5-20 

31-77 

17-83 

11-43 

7-94 

5-83 

4.46 

27.80 

15.62 

10.00 

6-95 

5-10 

3-90 

22.24 

12.50 

8.00 

5-56 

4.08 

3-12 

9 

10 

11 

12 

j 2.87 

2.50 
2.27 
1 2.08 

0.23 

0.28 

0-34 

0.41 

' 120 

I 133 

146 

160 

6.38 

5-00 

4-13 

3-47 

5-10 

4.00 

3-31 

2.78 

4-25 

3-33 

2.75 

2.31 

3-65 

2.85 

2.36 

3-19 

2.50 

2.06 

2-55 

2.00 

13 

1.92 

0.48 

: 173 

2.95 

2.36 

1 

1 

14 

1.79 

0.56 

187 

2.05 

15 

1.67 

0.64 

200 

1 

I j 

1.56 

0-73 

213 

17 

1.47 

0.82 

227 

18 

1-39 

0.92 

240 

19 

1.32 

1.03 

253 

20 

1.25 

1. 14 

267 

21 

1. 19 

1.26 

280 

22 

1. 14 

1.38 

293 

1 

23 

1.09 

307 

2| 

1.04 

1.65 

320 

I 

25 

1. 00 

1.79 

333 

26 

0.96 

1-93 

347 

67 


POTTSVILLE  IRON  AND  STEEL  CO., 


IRON  I BEAMS. 

5"  I BEAM.  SHAPE  No.  23.  30  LBS.  PER  YARD. 

Depth,  5".  Width  of  flange,  2^".  Thickness  of  web, 


Safe  load  in  nett  tons  = ^ — •. 

Span  m feet 

Maximum  shear  = 1.90  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 5.05'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

3 

6.40 

0.02 

30 

42.66 

34.12 

28.44 

24-37 

21-33 

17.06 

4 

4.80 

0.04 

40 

24.00 

19.20 

16.00 

13-71 

12.00 

9.60 

5 

3-84 

0.07 

50 

15-36 

12.28 

10.24 

8.77 

7.68 

6.14 

6 

3.20 

O.IO 

60 

10.66 

8.52 

7.10 

6.09 

5-33 

4.26 

7 

2.74 

0.14 

70 

7.82 

6.25 

5.21 

4-47 

3-91 

3-12 

8 

2.40 

0.18 

80 

6.00 

4.80 

4.00 

3-42 

3.00 

2.40 

9 

2.13 

0.23 

90 

4-74 

3-79 

3.16 

2.71 

2.37 

10 

1.92 

0.28 

100 

3-84 

3.08 

2.56 

2.19 

II 

1-75 

Q-34 

no 

3-19 

2.55 

2.12 

12 

1.60 

0.41 

120 

2.66 

2.12 

13 

1.48 

0.48 

130 

2.27 

14 

1-37 

0.56 

140 

15 

1.28 

0.64 

150 

16 

1.20 

0-73 

160 

17 

1.13 

0.82 

170 

18 

1.07 

0.92 

180 

19 

1. 01 

1.03 

190 

20 

0.96 

1. 14 

200 

21 

0.91 

1.26 

210 

22 

0.87 

1.38 

220 

23 

0.83 

151 

230 

24 

0.80 

1.65 

240 

25 

0.77 

1.79 

250 

26 

0.74 

1-93 

260 

68 


POTTSVILLE,  PENNA.,  U.  S.  A. 

IRON  I BEAMS. 

4"  I BEAM.  SHAPE  No.  24.  30  LBS.  PER  YARD. 

Depth,  4".  Width  of  flange,  2xV'.  Thickness  of  web,  §|". 


Safe  load  in  nett  tons  = ^ ^ . 

Span  in  feet 

Maximum  shear  = 4.74  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  — 1.45'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

3 

4.66 

0.03 

30 

31.16 

24.92 

20.77 

17.80 

15.58 

12.46 

4 

3-50 

0.06 

40 

17-50 

14.00 

11.66 

10.00 

8.75 

7.00 

5 

2.80 

0.09 

50 

11.20 

8.96 

7.46 

6.40 

5.60 

4.48 

6 

2-33 

0.13 

60 

7-77 

6.22 

5.18 

4.44 

3.88 

3-II 

7 

2.00 

0.17 

70 

5-71 

4-56 

3.81 

3.26 

2.85 

2.28 

8 

1-75 

0.23 

80 

4-37 

3-49 

2.91 

2.49 

2.18 

9 

1.55 

0.29 

90 

3.22 

2-57 

2.14 

10 

1.40 

0.36 

100 

2.80 

2.24 

II 

1.27 

0.43 

no 

2.31 

12 

1. 17 

0.51 

120 

13 

1.08 

0.60 

130 

14 

1. 00 

0.70 

140 

15 

0-93 

0.81 

150 

16 

0.87 

0.91 

160 

17 

0.82 

1.03 

170 

18 

0.78 

1. 16 

180 

19 

0.74 

1.29 

190 

20 

0.70 

1-43 

200 

21 

0.67 

1.58 

210 

22 

0.64 

1-73 

220 

23 

0.61 

1.89 

230 

24 

0.58 

2.06 

240 

25 

0.56 

2.23 

250 

1 

26 

1 

0.54 

2.41 

260 

1 

j 

69 


POTTSVILLE  IRON  AND  STEEL  CO., 

IRON  I BEAMS. 

4"  I BEAM.  SHAPE  No.  25.  24  LBS.  PER  YARD. 

Depth,  4".  Width  of  flange,  Thickness  of  web,  . 


Safe  load  in  nett  tons  = -7^ — . 

Span  in  feet 

Maximum  shear  = 3.39  tons. 


Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  ==  1.68'. 


70 


POTTSVILLE,  PENNA.,  U.S.  A. 


IRON  I BEAMS. 


4"  I BEAM.  SHAPE  No.  26.  18  LBS.  PER  YARD. 


Depth,  4".  Width  of  flange,  2%".  Thickness  of  web, 

or,  j • 8.8o 

safe  load  m nett  tons  = -7^ ^ — 7 . 

bpan  in  leet 

Maximum  shear  = 1.73  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 2.54'. 


71 


6 


POTTSVILLE  IRON  AND  STEEL  CO., 


POTTSVILLE,  PENNA.,  U.  S.  A. 


TABLES 


OF  THE  CAPACITY  OF 


Wrought -Iron  Channels 


THE  EXTREME  FIBRE  STRESS  BEING  6.0  TONS  PER  SQUARE  INCH,  WHICH 
IS  TWO-SEVENTHS  OF 


AND  THE  UNSTAYED  LENGTH  OF  FLANGE  NOT  EXCEEDING 
THIRTY  TIMES  ITS  WIDTH. 


The  span,  which  is  thirty  times  the  flange  width,  is  denoted  by  a dotted 
line  on  the  tables,  and  for  lengths  greater  than  this,  the  tabular 
safe  load  must  be  reduced  by  multiplying  it  by  the  factors 
given  in  table  on  page  43,  or  else  some  method 
of  staying  the  flanges  be  employed. 


UNDER  UNIFORMLY  DISTRIBUTED 
TRANSVERSE  LOADS, 


THE  MODULUS  OF  RUPTURE; 


POTTSVILLE  IRON  AND  STEEL  CO., 


IRON  CHANNELS. 

15"  CHANNEL.  SHAPE  No.  30.  225  LBS.  PER  YARD. 

Depth,  15".  Width  of  flange,  5gV'.  Thickness  of  web,  igV'. 

r.  . 332.00 

Safe  load  m nett  tons  = -p:; ; — ^ . 

Span  m feet 

Maximum  shear  = 42.85  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 3.88'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

55-33 

0.03 

450 

8 

41.50 

0.07 

600 

10 

33-20 

O.II 

750 

37-94 

33-20 

26.56 

12 

27.67 

0.15 

900 

36.90 

30.75 

26.35 

23.06 

18.45 

14 

23.71 

0.21 

1 

1050 

33-87 

27.10 

22.58 

19-35 

16.93 

13-55 

16 

20.75 

0.27 

1200 

25-94 

20.75 

17.29 

14.82 

12.97 

10.38 

18 

18.44 

0.34 

1350 

20.49 

16.39 

13.66 

II. 71 

10.24 

8.20 

20 

16.60 

0.43 

1500 

16.60 

13.28 

11.07 

9-49 

8.30 

6.64 

22 

15.09 

0.52 

1650 

13.72 

10.98 

9-15 

7-84 

6.86 

5-49 

24 

13-83 

0.62 

1800 

H.52 

9.22 

7.68 

00 

5-76 

4.61 

26 

12.75 

0.73 

1950 

9.81 

00 

6.54 

5.61 

4-90 

3-92 

28 

11.86 

0.84 

2100 

8.49 

6.79 

5.66 

4-85 

4-24 

3-40 

30 

11.07 

0.96 

2250 

7-38 

5-90 

4-92 

4.22 

3-69 

2-95 

32 

10.37 

1. 10 

2400 

6.48 

5.18 

4-32 

3-70 

3-24 

2.59 

34 

9-79 

1-25 

2550 

5-76 

4.61 

3-84 

3-29 

2.88 

2.30 

74 


POTTSVILLE,  PENNA.,  U.  S.  A. 


IRON  CHANNELS. 

15"  CHANNEL.  SHAPE  No.  30.  175  LBS.  PER  YARD. 

Depth,  15".  Width  of  flange,  4%".  Thickness  of  web, 

„ . , , . 281.00 

Safe  load  in  nett  tons  = -7^ ; — ;; . 

Span  in  feet 

Maximum  shear  = 26.98  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 5.20'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

46.83 ' 

0.03 

350 

8 

35-13 

0.07 

467 

j 

35-13 

10 

28.10 

O.II 

583 

32.12 

28.10 

22.48 

12 

23.42 

0.15 

700 

31.22 

26.02 

22.30 

19-51 

15.61 

14 

20.07 

0.21 

: 817 

28.67 

22.94 

19. II 

16.38 

14-33 

11.47 

16 

17-56 

0.27 

933 

21.95 

,17-56 

14.63 

12.54 

10.97 

8.78 

18 

15.61 

0.34 

; 1050 

17-34 

Oo 

bo 

11.56 

9.91 

8.67 

6.94 

20 

14.05 

0.43 

1 1167 

14.05 

11.24 

9-37 

8.03 

7.02 

5.62 

22 

12.77 

0.52 

1283 

II. 61 

9-29 

7-74 

6.63 

5.81 

4-64 

24 

II. 71 

0.62 

1400 

9.76 

7.81 

6.51 

5-58 

4.88 

3-90 

26 

10.81 

0.73 

1517 

8.32 

6.66 

5-55 

4-75 

4.16 

3-33 

28 

10.04 

1 0.84 

1633 

7.17 

5-74 

4-78 

4.10 

3-58 

2.87 

30 

9-37 

0.96 

1750 

6.25 

5.00 

4.17 

3-57 

3-12 

2.50 

32 

8.78 

1. 10 

1867 

5-49 

! 4-39 

3-66 

I 

3-14 

2.74 

2.20 

34 

8.26 

1-25 

1983 

1“ 
i s 

i 3-89 

3-24 

' 2.78 

2-43 

1-94 

75 


POTTSVILLE  IRON  AND  STEEL  CO., 


IRON  CHANNELS. 

15"  CHANNEL.  SHAPE  No.  31.  1 74i  LBS.  PER  YARD. 

Depth,  15".  Width  of  flange,  Thickness  of  web,  if". 

Safe  load  in  nett  tons  = . 

Span  in  feet 

Maximum  shear  = 29.87  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 4.44'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

I 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  fcot. 

250  lbs. 

per  square  foot. 

6 

44.17 

0.03 

349 

1 

8 

33-13 

0.07 

465 

41.41 

33-13 

10 

26.50 

O.II 

582 

42.40 

35-33 

30.29 

26.50 

21.20 

12 

22.08 

0.15 

698 

36.80 

29-44 

24-53 

21.03 

18.40 

14.72 

14 

18.93 

0.21 

814 

27.04 

21.63 

18.03 

15-45 

13-52 

10.81 

16 

16.56 

0.27 

931 

20.70 

16.56 

13.80 

11.83 

10.35 

8.28 

18 

14.72 

0.34 

1047 

16.36 

13.09 

10.91 

9-35 

8.18 

6.54 

20 

13-25 

0.43 

1163 

13-25 

10.60 

8.83 

7-57 

6.62 

5-30 

22 

12.05 

0.52 

1280 

10.95 

8.76 

7-30 

6.26 

5-47 

4-38 

24 

11.04 

0.62 

1396 

9.20 

7-36 

6.13 

5.26 

4.60 

3.68 

26 

10.19 

0.73 

1513 

-d- 

00 

6.27 

5-23 

4.48 

3-92 

3-14 

28 

9.46 

0.84 

1629 

6.76 

5-41 

4-51 

3-86 

3-38 

2.70 

30 

8.83 

0.96 

1745 

5-89 

4.71 

3-93 

3-37 

2.94 

2.36 

32 

8.28 

1. 10 

1861 

5.18 

4.14 

3-45 

2.96 

2.59 

2.07 

34 

7-79 

1.25 

00 

00 

4- 

3.66 

3-05 

2.62 

2.29 

1.83 

76 


POTTSVILLE,  PENNA.,  U.  S.  A. 

IRON  CHANNELS. 

15"  CHANNEL.  SHAPE  No.  31.  1 25  LBS.  PER  YARD. 

Depth,  15".  Width  of  flange,  3II".  Thickness  of  web,  M". 

211.00 

Safe  load  in  nett  tons  — . 

Span  m leet 

Maximum  shear  = 13.23  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 8.00'. 


Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

Span,  in  feet. 

§ 

0 

cS 

CO 

Deflexion,  in  inches 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  feot. 

200  lbs 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 j 
8 

10 

35-17 

26.38 

21.10 

0.03 

0.07 

O.II 

250 

333 

417 

33-76 

28.13 

24.11 

32.97 

21.10 

26.38 

16.88 

12 

17-58 

0.15 

500 

29.30 

23-44  19-53  16.74 

14.65 

1 1.72 

14 

15-07 

0.21 

583 

21-53 

17.22 

14.35  12.30 

10.76 

8.61 

16 

13-19 

0.27 

667 

16.49 

13.19  10.99 

9-42 

8.24 

6.60 

18 

11.72 

0.34 

750 

13.02 

10.42 

8.68 

7-44 

6.51 

5-21 

20 

: 10.55 

0.43 

833 

10.55 

8.44 

; 7-03 

6.03 

5-27' 

4.22 

22 

9-59 

0.52 

1 917 

8.72 

6.98 

! 5-81 

4-98 

4-36 

3-49 

24 

j 8.79 

i 0.62 

1000 

7-33 

5.86 

4-89 

4.19 

3-66 

2-93 

26 

' 8.12 

0-73 

1083 

6.25 

5.00 

4.17 

3-57 

3.12 

2.50 

28 

7-54 

0.84 

1167 

5-39 

4-31 

3-59 

3-08 

2.69 

2.16 

30 

7-03 

0.96 

1250 

4.69 

3-75 

3-13 

2.68 

2.34 

32 

6-59 

1. 10 

1333 

4.12 

3-30 

2-75 

2.35 

2.06 

34 

6.21 

1.25 

1417 

3-65 

2.92 

2.43 

2.09 

1 

77 


POTTSVILLE  IRON  AND  STEEL  CO., 

IRON  CHANNELS. 

12"CHANNEL.  SHAPE  No.  32.  1 50  LBS.  PER  YARD. 

Depth,  12".  Width  of  flange,  33^".  Thickness  of  web,  ^|". 

o r-  1 J • 170.00 

Safe  load  m nett  tons  = ^ . 

Span  m feet 

Maximum  shear  = 30.49  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 2.80'. 


Span,  in  feet.  j 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 
per  square  foot. 

250  lbs. 

per  square  foot. 

6 

28.33 

0.05 

300 

8 

21.25 

0.08 

400 

35-42 

30-36 

26.56 

21.25 

10 

17.00 

0.13 

500 

34.00 

0 

Cl 

M 

22.67 

19-43 

17.00 

1 

13.60 

12 

14.17 

0.19 

600 

23.62 

18.90 

15-75 

13-50 

II.81 

9-45 

14 

12.14 

0.26 

0 

0 

17-34 

13-87 

11.56 

9.91 

8.67 

6.94 

16 

10.63 

0.34 

800 

13.29 

10.63 

8.86 

7-59 

6.64 

5-32 

18 

9.44 

0.43 

900 

10.49 

8.39 

6.99 

5-99 

5-24 

4.20 

20 

8.50 

0.54 

1000 

8.50 

6.80 

5-67 

4.86 

4-25 

3-40 

22 

7-73 

0.65 

1 100 

7-03 

5.62 

4.69 

4.02 

3-51 

2.81 

24 

7.08 

0.77 

1200 

5-90 

4.72 

3-93 

3-37 

2-95 

2.36 

26 

6.54 

0.90 

1300 

5-03 

4.02 

3-35 

2.87 

2.51 

2.01 

28 

6.07 

1.05 

1400 

4-34 

3-47 

2.89 

2.48 

2.17 

30 

5-67 

1.20 

1500 

3-78 

3.02 

2.52 

2.16 

78 


POTTSVILLE,  PENNA.,  U.  S.  A. 

IRON  CHANNELS. 

12"  CHANNEL.  SHAPE  No.  32.  90  LBS.  PER  YARD. 

Depth,  12".  Width  of  flange,  3".  Thickness  of  web,  ^y'. 

Safe  load  in  nett  tons  = -7^ — — . 

Span  m leet 

Maximum  shear  = 10.45  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 5.79'. 


Span,  in  feet. 

0 

0 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

20.17 

0.05 

180 

33-6i 

26.89 

8 

15-13 

0.08 

240 

30.26 

25.22 

21.62 

18.91 

15-13 

10 

12.10 

0.13 

300 

1 

24.20 

19-36 

16.13 

bo 

12.10 

9.68 

12 

10.08 

0.19 

360 

o^ 

bo 

0 

13-44 

11.20 

9.60 

8.40 

6.72 

14 

8.64 

0.26 

420 

12.34 

9-87 

8.23 

7-05 

6.17 

4.94 

16 

7-56 

0.34 

480 

9-45 

7-56 

6.30 

5-40 

4.72 

3-78 

18 

! 6.72 

0.43 

540 

7-47 

00 

4.98 

4-27 

3-73 

2.99 

20 

1 6.05 

0.54 

600 

6.05 

00 

4- 

4-03 

3-46 

3.02 

2.42 

22 

5-50 

0.65 

660 

5.00 

1 

; 4.00 

1 

3-33 

2.86 

2.50 

2.00 

24 

5-04 

0.77 

720 

4.20 

3-36 

2.80 

2.40 

2.10 

26 

4.65 

0.90 

780 

3-58 

2.86 

2-39 

2.05 

1 

28 

4-32 

1.05 

00 

0 

3-09 

2.47 

2.06 

30 

4-03 

I.20j  900 

2.69 

2.15 

79 


POTTSVILLE  IRON  AND  STEEL  CO., 


IRON  CHANNELS. 

12"  CHANNEL.  SHAPE  No.  34.  84^  LBS.  PER  YARD. 

Depth,  12".  Width  of  flange,  2\%".  Thickness  of  web, 

„ ^ . 102.00 

Safe  load  in  nett  tons  . 

Span  m feet 

Maximum  shear  = 13.00  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 3.96'. 


Distance  apart,  in  feet,  centre  to  centre  of 

CO 

§ 

beams,  for  safe  loads  of 

1 

.s 

g" 

§ 

1 

0 

*9 

1 

rO 

0 

§ 

100  lbs. 
square  foot. 

125  lbs. 
square  foot. 

150  lbs. 
square  foot. 

175  lbs. 
square  foot. 

200  lbs. 
square  foot. 

250  lbs. 
square  foot. 

Oh 

CO 

CO 

V 

(=> 

0 

1. 

1, 

6 

17.00 

0.05 

179 

32.38 

28.33 

22.66 

8 

12.75 

0.08 

225 

25-50 

21.25 

i8.22 

15.92 

12.75 

10 

10.20 

0.13 

282 

20.40 

16.32 

13.60 

11.65 

10.20 

8.16 

12 

8.50 

0.19 

338 

14.16 

11-33 

9.44 

8.09 

7.08 

5.66 

14 

7.28 

0.26 

394 

10.40 

8.32 

6.93 

5-94 

5.20 

4.16 

16 

6.37 

0.34 

450 

7.96 

6.37 

5-31 

4-50 

3-98 

3.18 

18 

5.66 

0.43 

507 

6.29 

5-03 

4.19 

3-59 

3-14 

2.51 

20 

5.10 

0.54 

564 

5.10 

4.08 

3-40 

2.91 

2-55 

2.04 

22 

4-63 

0.65 

619 

4.21 

3-36 

2.81 

2.40 

2. II 

24 

4-25 

0.77 

676 

3-54 

2.83 

2.36 

2.02 

26 

3-92 

0.90 

732 

3.01 

2.41 

2.01 

28 

3-64 

1.05 

788 

2.60 

2.09 

30 

340 

1.20 

846 

2.26 

■A 


80 


POTTSVILLE,  PENNA.,  U.  S.  A. 

IRON  CHANNELS. 


12"  CHANNEL.  SHAPE  No.  34.  62  LBS.  PER  YARD. 

Depth,  12".  Width  of  flange,  2%".  Thickness  of  web,  ^V'- 

r , , • 84.00 

Safe  load  in  nett  tons  = -7; ^ — 7 . 

bpan  m feet 

Maximum  shear  = 5.70  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 7-3j'- 


1 


1 

Span,  in  feet. 

Safe  load,  in  nett  tons.  '' 

1 

1 

Deflexion,  in  inches. 

1 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

14.00 

0.05 

124 

46.66 

37-33 

31. II 

26.66 

23-33 

18.66 

8 

10.50 

0.08 

164 

26.25 

21.00 

17-50 

15.00 

13.12 

10.50 

10 

8.40 

0.13 

206 

0 

bo 

0 

13-44 

11.20 

9.60 

8.40 

6.72 

12 

7.00 

0.19 

248 

11.66 

9-33 

7-77 

6.66 

5-83 

4.66 

14 

6.00 

0.26 

0 

00 

8.56 

6.85 

5-71 

4.89 

4.28 

3-42 

16 

5-25 

0.34 

331 

6.56 

5-25 

4-37 

3-75 

3-28 

2.62 

18 

4.66 

0.43 

: 375 

5-17 

4.14 

3-45 

2-95 

2-59 

20 

4.20 

0.54 

417 

4.20 

3-36 

2.80 

2.40 

22 

3.82 

0.65 

^ 454 

3-47 

2.77 

2.31 

24 

3-50 

0.77 

, 496 

2.91 

2-33 

i 

26 

3-23 

0.90 

537 

2.48 

28 

3.00 

1.05 

00 

U-) 

1 

j 

30 

2.80 

1.20 

620 

81 


POTTSVILLE  IRON  AND  STEEL  CO 


IRON  CHANNELS. 

10"  CHANNEL.  SHAPE  No.  35.  1 28  LBS.  PER  YARD. 

Depth,  lo".  Width  of  flange,  Thickness  of  web,  i^g". 

Safe  load  in  nett  tons  = . - — . 

Span  m leet 

Maximum  shear  = 30.16  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 1.86'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

18.66 

0.04 

256 

31.10 

24.80 

8 

14.00 

0.09 

341 

28.00 

23-33 

20.00 

17-50 

14.00 

10 

11.20 

0.15 

426 

22.40 

17.92 

14-93 

12.80 

11.20 

8.96 

12 

9-33 

0.22 

512 

15-55 

12.44 

10.36 

8.88 

7-77 

6.22 

14 

8.00 

0.30 

597 

11.42 

9.14 

7.62 

6.53 

5-71 

4-57 

16 

7.00 

0.40 

682 

8.75 

7.00 

5-83 

5.00 

4-37 

3-50 

18 

6.22 

0.50 

768 

6.91 

5-52 

4.61 

3-94 

3-45 

2.76 

20 

5.60 

0.62 

852 

5.60 

4.48 

3-73 

3.20 

2.80 

2.24 

22 

5-09 

0.76 

938 

4-63 

3-70 

3.08 

2.64 

2.31 

24 

4.66 

0.92 

1024 

3.88 

3-II 

2-59 

2.22 

26 

4.31 

1.08 

1109 

3-31 

2.59 

2.21 

28 

4.00 

1.24 

1194 

2.85 

2.28 

30 

3-73 

1.42 

1278 

2.42 

82 


POTTSVILLE,  PENNA.,  U.  S.  A. 


IRON  CHANNELS. 

10"  CHANNEL.  SHAPE  No.  35.  60  LBS.  PER  YARD. 

Depth,  lo".  Width  of  flange,  2§^".  Thickness  of  web, 

66.00 

Safe  load  in  nett  tons  = -p; : — 

Span  in  teet 

Maximum  shear  = 7.61  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 4.34'. 


Distance  apart,  in  feet,  centre  to  centre  of 

1 

beams,  for  safe  loads  of 

1 

a 

a 

0 

"o 

0 

Span,  in  feet. 

0 

CO 

.3 

0 

'g 

q=l 

St 

0 

100  lbs. 
per  square  fo 

125  lbs. 
per  square  fo 

150  lbs. 
per  square  fo 

175  lbs. 
per  square  fo 

200  lbs. 
per  square  foi 

250  lbs. 
per  square  fO' 

6 

I 1. 00 

1 

0.04 

120 

36.66 

29-33 

24.44 

20.95 

18.33 

14.66 

8 

i 8.25 

0.09 

160 

20.62 

16.50 

13-75 

11.78 

10.31 

8.25 

10 

6.60 

! 0.15 

' 200 

1 

13.20 

10.56 

8.80 

7-54 

6.60 

5.28 

12 

5.50 

0.20 

! 

240 

9.16 

7-33 

6.11 

5-23 

00 

3-66 

14 

4.71 

0.30 

280 

6.73 

5-38 

4-48 

3-84 

3-36 

2.69 

16 

4.12 

0.40 

320 

5-15 

4.12 

3-43 

2.94 

2.57 

2.06 

18 

3.66 

0.50 

360 

4.06 

3-25 

2.72 

2.32 

20 

3-30 

0.62 

400 

3-30 

2.64 

2.20 

22 

3.00 

0.76 

440 

2.72 

2.18 

24 

2.75 

0.92 

480 

2.29 

1.83 

26 

2-53 

1.08 

520 

1-95 

28 

2-35 

1.24 

560 

30 

2.20 

1.42 

600 

i 

83 


POTTSVILLE  IRON  AND  STEEL  CO., 

IRON  CHANNELS. 

10"  CHANNEL.  SHAPE  No.  36.  62  LBS.  PER  YARD. 

Depth,  lo".  Width  of  flange,  2%".  Thickness  of  web,  xV'- 

o , 1 • 64.00 

Safe  load  in  nett  tons  = ^ 

Span  m feet 

Maximum  shear  = 9.81  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 3.26'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

"o 

,0 

£ 

i 1 
s. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

10.67 

0,04 

124 

35-57 

28.46 

23-71 

20.33 

17.78 

14.23 

8 

8,00 

0.09 

165 

20.00 

16.00 

13-33 

11-43 

10,00 

8.00 

10 

6.40 

0.15 

207 

12.80 

10.24 

8.53 

7-31 

6.40 

5-12 

12 

5-33 

0.22 

248 

8.88 

7.10 

5-93 

5-07 

4-44 

3-55 

14 

4-57 

0.30 

289 

6.53 

5.22 

4-35 

3-74 

3-27 

2.61 

16 

4.00 

0,40 

331 

5.00 

4.00 

3-33 

2.86 

2.50 

2.00 

18 

3-55 

0.50 

372 

3-94 

3-15 

2.62 

2.25 

1-97 

00 

up 

20 

3.20 

0.62 

413 

3.20 

2.56 

2.13 

1.83 

1.60 

1.28 

22 

2.91 

0,76 

454 

2.65 

2.12 

1.76 

I-51 

1.32 

1.06 

24 

2,67 

0.92 

496 

2.23 

1.78 

1-49 

1.28 

1. 12 

26 

2.46 

1.08 

537 

1.88 

1.50 

1.25 

1.08 

28 

2.29 

1.24 

579 

1.64 

I-3I 

1.09 

30 

2.13 

1.42 

620 

1.42 

1. 14 

84 


POTTSVILLE,  PENNA.,  U.S.  A. 


IRON  CHANNELS. 

10"  CHANNEL  SHAPE  No.  36.  48  LBS.  PER  YARD. 

Depth,  lo".  Width  of  flange,  234".  Thickness  of  web,  iV'- 

Safe  loan  m nett  tons  = . 

Span  in  feet 

Maximum  shear  = 5.58  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 4.66'. 


Span,  in  foot.  | 

1 

Safe  load,  in  nett  tons. 

Deflexion,  m inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  fcot. 

250  lbs. 

per  square  foot. 

6 

8.66 

0.04 

96 

28.87 

23.09 

19.24 

16.42 

14-43 

11-54 

8 

6.50 

0.09 

128 

16.25 

13.00 

10.83 

9-30 

8.12 

6.50 

10 

5.20 

0.15 

160 

10.40 

8.32 

6-93 

5-94 

5.20 

4.16 

12 

4-33 

0.22 

192 

7.22 

5.77 

4.81 

4.12 

3.61 

2.89 

14 

371 

! 0.30 

224 

5-30 

4.24 

3-53 

3-03 

2.65 

2.12 

16 

3-25 

0.40 

256 

4.06 

3-25 

1 

2.71 
1 ' 

2.32 

18 

2.88 

0.50 

288 

3.20 

2.56 

20 

2.60 

0.62 

320 

2.60 

22 

; 2.36 

0.76 

352 

24 

2.17 

0.92 

384 

26 

2.00 

1.08 

416 

28 

1.86 

1.24 

448 

1 

30 

1-73 

1 

1.42 

1 

480 

1 

85 


POTTSVILLE  IRON 

AND  STEEL 

CO., 

IRON 

CHANNELS 

. 

9". CHANNEL.  SHAPE  No. 

37. 

52  LBS.  PER  YARD. 

Depth,  9". 

Width  of  flange,  2^".  Thickness  of  web, 

^ f 1 - -1  • 

53.00 

Span  in  feet 

Maximum  shear  = 6.37  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 

shear  = 

■ 4.16'. 

Distance  apart,  in  feet,  centre  to  centre  of 

§ 

beams,  for  safe  loads  of 

1 

§ 

•S 

§ 

1 

I 

0 

0 

£ 

"o 

c2 

M 2 

0 

^ £ 
^ a 

I "o 

^ £ 

1 

1 

£ 

1 

CO 

CO 

■g 

'§ 

Et 

1 ^ 

§ & 
00 

*0  cr* 

CVJ  CO 

E^ 

6 

8.83 

0.03 

104 

2943 

23-54 

19.62 

16.82 

i 

14.71 

11.77 

8 

6.63 

O.IO 

139 

16.58 

13.26 

11.05 

9.48 

8.29 

6.63 

10 

5-30 

0.18 

173 

10.60 

8.48 

7.07 

6.06 

5-30 

4.24 

12 

4.41 

0.26 

208 

7*33 

5.86 

4.89 

4.18 

3-67 

2-93 

14 

3.78 

0-35 

243 

540 

4-32 

3.60 

3-09 

2.70 

2.16 

16 

3-31 

0.46 

277 

4.14 

3-3^ 

2.76 

2.36 

2.07 

1.65 

i8 

2-95 

0.58 

312 

3.28 

2.62 

2.19 

1.88 

1.64 

I-3I 

20 

2.65 

0.71 

347 

2.65 

2.12 

1.77 

1.52 

1-32 

1.06 

22 

2.41 

0.86 

381 

2.19 

1-75 

1.46 

1.25 

I.IO 

24 

2.20 

1.03 

416 

1.83 

1.46 

1.22 

1,04 

26 

2.04 

1.20 

451 

1-57 

1.26 

1.05 

28 

1.90 

1.40 

485 

1.36 

1.09 

30 

1.77 

1.60 

520 

1. 18 

86 


j 


POTTSVILLE,  PENNA.,  U.  S.  A. 


IRON  CHANNELS. 

9"  CHANNEL.  SHAPE  No.  38.  37  LBS.  PER  YARD. 

Depth,  g".  Width  of  flange,  Thickness  of  web, 

37.00 

Safe  load  in  nett  tons  = ^ — t . 

Span  in  feet 

Maximum  shear  = 3.69  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 5.01'. 


Distance  apart,  in  feet,  centre  to  centre  of 

0 

beams,  for  safe  loads  of 

Span,  in  feet. 

§ 

1 

eg 

Deflexion,  in  inche: 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 
per  square  foot. 

250  lbs. 

per  square  foot. 

6 

6.17 

0.03 

74 

20.56 

16.45 

13-71 

11-75 

10.28 

8.23 

8 

4-63 

O.IO 

87 

11-57 

9.26 

7.71 

6.61 

00 

4-63 

lO 

370 

0.18 

123 

7.40 

5-92 

4-93 

4-23 

3-70 

2.96 

12 

3-17 

0.26 

148 

5-29 

4-23 

3-53 

3.02 

2.64 

2.13 

14 

2.64 

0-35 

173 

3-77 

3.02 

2.51 

2.15 

1.89 

I-5I 

16 

2.31 

0.46 

197 

2.89 

2.31 

1-93 

1.65 

1-45 

1. 16 

18 

2.06 

0.58 

222 

2.29 

bo 

1-53 

1. 16 

1-15 

20 

1.85 

0.71 

247 

1.85 

1.48 

1 

1.23 

1.06 

22 

1.68 

0.86 

271 

1-53 

1.22 

1.02 

24 

1-54 

j 1-03 

296 

1.28 

1.02 

26 

28 

1.42 

i 

1 1.20 

321 

1.09 

1.32 

1.40 

345 

1 

30 

1.23 

1.60 

! 

370 

Span  limit  for  tabular  safe 
load  = 5.40'. 

87 


POTTSVILLE  IRON  AND  STEEL  CO. 


1 


IRON  CHANNELS. 

8"  CHANNEL.  SHAPE  No.  39.  40  LBS.  PER  YARD. 

Depth,  8".  Width  of  flange,  Thickness  of  web,  yV'« 

Safe  load  in  nett  tons  = -7^ — 3^00 ^ 

Span  m feet 

Maximum  shear  = 5.25  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 3.43'. 


Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

1 Span,  in  feet. 

1 

.2 

i 

*2 

Deflexion,  in  inche 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

6.00 

0.05 

80 

20.00 

16.00 

13-30 

11.42 

10.00 

8.00 

8 

4-50 

O.II 

107 

11.25 

9.00 

7-50 

6.42 

5.62 

4-50 

10 

3.60 

0.20 

133 

7.20 

576 

4.80 

4.1 1 

3.60 

2.88 

12 

3.00 

0.30 

160 

5.00 

4.00 

3-33 

2.85 

2.50 

2.00 

14 

2.57 

0.40 

187 

370 

2.96 

2.46 

2. II 

1.85 

1.48 

16 

2.25 

0.50 

213 

2.80 

2.24 

1.86 

1.60 

1.40 

1. 12 

18 

1 

2.00 

0.66 

240 

2.22 

1.77 

1.48 

1.26 

I.II 

20 

1.80 

0.80 

267 

1.80 

1.44 

1.20 

1.02 

88 


POTTSVILLE,  PENNA.,  U. 

. S.  A. 

IRON 

CHANNELS 

8"  CHANNEL.  SHAPE  No.  40. 

30  LBS.  PER  YARD. 

Depth,  8". 

Width  of  flange,  2 

!jV'.  Thickness  of  web, 

Safe  load  in  nett  tons  = 

26.00 

span  m teet 

Maximum  shear  = 3.58  tons. 

Span  limit  for  uniforml}'  distributed  load  of  twice  the  maximum 

shear  = 

^ 3-63'- 

Distance  apart,  in  feet,  centre  to  centre  of 

o 

beams,  for  safe  loads  of 

1 

S 

s=: 

,o 

,0 

,0 

S3 

3 

^ 1 

M £ 

rO  £ 

^ ce 

^ £ 
^ ce 

^ £ 

a- 

o 

•g 

s ^ 

1 i 

i 

to  cr* 
cva  w 

CO 

CO 

i=L, 

! ^ 

Si. 

s 

I.  ! 

6 

4-33 

0.05 

60 

1443 

11-54 

9.62 

8.27 

7.21 

1 

1 

5-77 

8 

3-25 

O.II 

80 

8.13 

6.50 

5-42 

4-65 

4.07 

3-25 

10 

2.6o 

0.20 

100 

5.20 

4.16 

3-47 

2.97 

2.60 

2.08 

12 

2.17 

0-30 

120 

3.62 

2.90 

2.41 

2.06 

1.81 

1-45 

14 

1.86 

0.40 

140 

2.64 

2. II 

1.76 

I-5I 

1.32 

1.06 

i6 

1.63 

0.50 

160 

2 04 

1.63 

00 

rn 

1. 17 

1.02 

i8 

1.44 

! 

0.66 

180 

1.60 

1.28 

1.07 

1 

Span  limit 

for  tabular  safe 

20 

1.30 

i 0.80 
1 

1 200 

1.30 

1.04 

load  = 5.10'. 

89 


POTTSVILLE  IRON  AND  STEEL  CO, 


IRON  CHANNELS. 

7"  CHANNEL.  SHAPE  No.  41.  35  LBS.  PER  YARD. 

Depth,  7".  Width  of  flange,  Thickness  of  web, 

o r 1 , • 27.00 

hale  load  in  nett  tons  = ^ — . 

hpan  in  leet 

Maximum  shear  = 4.91  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 2.75'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

4-50 

0.05 

70 

15.00 

12.00 

10.00 

8.57 

7-50 

6.00 

8 

3-37 

0.13 

93 

8.43 

6.74 

5.62 

4.82 

4.21 

3-37 

lO 

2.70 

0.23 

117 

540 

4.32 

3.60 

3-09 

2.70 

2.16 

12 

2.25 

0.34 

140 

3-75 

3.00 

2.50 

2.14 

1.88 

1.50 

14 

1-93 

0.49 

163 

2.76 

2.21 

1.84 

1.72 

1.38 

I. II 

16 

1.68 

0.60 

187 

2.10 

1.68 

1.40 

1.20 

i.05 

18 

1.50 

0.76 

210 

1.67 

1-34 

I. II 

Span  limit 

for  tabular  safe 

20 

1-35 

0.94 

233 

1-35 

1.08 

load  = 5.70'. 

90 


POTTSVILLE,  PENNA.,  U.S.  A, 


IRON  CHANNELS. 

7"  CHANNEL.  SHAPE  No.  42.  25  LBS.  PER  YARD. 

Depth,  7".  Width  of  flange,  2".  Thickness  of  web,  gV'. 

20.00 

Safe  load  in  nett  tons  = . ^ — • 

Span  in  feet 

Maximum  shear  = 2.74  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 3.65'. 


Distance  apart,  in  feet,  centre  to  centre  of 

. 

beams,  for  safe  loads  of 

g 

CO 

§ 

■ s 

. 1 

1 

a 

=§  1 

.2 

CJ 

-Tlf 

0 

4 £ 

^ £ 
cS 

J £ 

2 ^ 

s:5 

uo  or* 

CN2  W * 

0 P 
LO  cr* 
CV3  V3 

CO 

CO 

Ps 

S. 

6 

3-33 

0.05 

50 

II. 10 

8.88 

7.40 

6.34 

5-55 

444 

8 

2.75 

0.13 

67 

6.87 

5-50 

4-58 

3-92 

344 

2-75 

10 

2.00 

0.23 

83 

4.00 

3.20 

2.67 

2.57 

2.00 

1.60 

12 

1.67 

0.34 

100 

: 2.78 

2.22 

00 

1-59 

1-39 

I. II 

14 

143 

0.49 

II7 

2.04' 

1.63 

1.36 

1. 17 

1.02 

16 

1.25 

0,60 

133 

1.25 

1.04 

18 

I. II 

0.76 

150 

1.23 

Span  limit  for  tabular 

20 

1. 00 

0.94 

167 

1. 00 

safe  : 

load  = 

5.10'. 

91 


POTTSVILLE  IRON  AND  STEEL  CO., 

IRON  CHANNELS. 

6"  CHANNEL.  SHAPE  No.  43.  30  LBS.  PER  YARD. 

. Depth,  6".  Width  of  flange,  2".  Thickness  of  web, 


Safe  load  in  nett  tons  = 


Span  in  feet ' 

Maximum  shear  = 3.30  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 3.30'. 


Distance  apart,  in  feet,  centre  to  centre  of 

§ 

beams,  for  safe  loads  of 

0 

&d 

§ 

0 

.2 

i 

"o 

^0 

.0 

1 

"o 

.2 

.=2 

1 

cS 

i 

0 

^ cti 

M 2 

^ cS 

3 ^ 

«•  CD 

S g 

£ 

a 

0 

S M 

§ 

S I' 

i 1 

i I- 

a 

CO 

CO 

$ 

0 

a 

0 

A 

a 

a 

6 

3-33 

0.05 

60 

II. II 

8.88 

7.40 

1 

6.34 

5-55 

444 

8 

2.75 

0.15 

80 

6.87 

5-49 

4-58 

3-92 

3-43 

2.74 

10 

2.20 

0.26 

100 

4.40 

3-52 

2.93 

2.51 

2.20 

1.76 

12 

1.83 

0.38 

120 

3-05 

2.44 

2.03 

1.74 

1.52 

1.22 

14 

1-57 

0.58 

140 

2.25 

1.80 

1.50 

1.28 

1. 12 

0.90 

16 

1.38 

0.70 

160 

1-73 

1.38 

I-I5 

18 

1.22 

0.87 

180 

1-37 

1.09 

Span  limit 

20 

1. 10 

1.08 

200 

1. 10 

for  tabular  safe  load 
= 5- 10'- 

92 


POTTSVILLE,  PENNA.,  U.  S.  A. 


IRON  CHANNELS. 

6"  CHANNEL  SHAPE  No.  44.  223^  LBS.  PER  YARD. 

Depth,  6".  Width  of  flange,  Thickness  of  web,  ^V'- 

1 6.00 

Safe  load  in  nett  tons  = ^ — r . 

Span  in  leet 

Maximum  shear  = 2.00  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 4.00'. 


Span,  in  feet.  j 

! 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

2.67 

0.05 

45 

8.90 

1 

7.12 

5-93 

00 

0 

LO 

445 

3-56 

8 

2.00 

0.15 

60 

5.00 

4.00 

3-33 

2.85 

2.50 

2.00 

10 

1.60 

0.26 

75 

3.20 

2.56 

2.13 

1.83 

1.60 

1.28 

12 

1-33 

0.38 

90 

2.22 

1.78 

1.48 

1.26 

I. II 

14 

1. 14 

0.58 

105 

1.63 

1.30 

1.08 

16 

1. 00 

0.70 

120 

1-25 

1. 00 

18 

0.89 

0.87 

135 

Span  limit  for  tabular  safe 

20 

0.80 

1.08 

150 

load  = 

= 4.20'. 

93 


POTTSVILLE  IRON  AND  STEEL  CO. 


IRON  CHANNELS. 


5"  CHANNEL.  SHAPE  No.  45.  26  LBS.  PER  YARD. 

Depth,  5".  Width  of  flange,  i%".  Thickness  of  web, 

Safe  load  in  nett  tons  = . 

Span  in  feet 

Maximum  shear  = 2.97  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 2.53'. 


1 

Span,  in  feet. 

1 

Safe  load,  in  nett  tons. 

i 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foct. 

6 

2.50 

O.II 

52 

8.33 

6.64 

5-55 

4.76 

4.17 

3-32 

8 

1.88 

0.21 

69 

4.70 

3-76 

3-13 

2.69 

2.35 

1.88 

10 

1.50 

0-33 

87 

3.00 

2.40 

2.00 

I.71 

1.50 

1.20 

12 

1-25 

0.48 

104 

2.08 

1.66 

1.38 

I.19 

1.04 

14 

1.07 

0.60 

I2I 

1-53 

1.22 

1.02 

16 

0.94 

0.80 

139 

1. 17 

0.94 

18 

0.84 

1. 00 

156 

Span  limit  for  tabular  safe 

20 

0-75 

1.30 

173 

load  = 

= 4.80'. 

94 


POTTSVILLE,  PENNA.,  U.  S.  A. 


IRON  CHANNELS. 

5"  CHANNEL.  SHAPE  No.  46.  17  LBS.  PER  YARD. 

Depth,  5".  Width  of  flange,  i%".  Thickness  of  web,  jV'* 

^ ^ . 10.00 

Safe  load  in  nett  tons  = ^ — ;; . 

Span  in  leet 

Maximum  shear  = 1.90  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 2.60'. 


Span,  in  feet. 

1 

Safe  load,  in  nett  tons. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

Deflexion,  in  inche: 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

1.67 

O.II 

34 

5-55 

4.44 

370 

3-17 

|2.78 

2.22 

8 

1.25 

0.21 

46 

3-^3 

2.50 

2.09 

1.79 

1-57 

1.25 

10 

1. 00 

0-33 

58 

2.00 

1.60 

1-33 

1. 14 

1. 00 

0.80 

12 

0.83 

0.48 

70 

1.38 

1. 10 

0.92 

0.79 

0.69 

14 

0.71 

0.60 

82 

1.02 

0.82 

0.68 

16 

0.63 

0.80 

94 

0.79 

0.63 

18 

0.55 

1. 00 

106 

o.6i 

Span  limit 

20 

0.50 

1.30 

118 

0.50 

for  tabular  safe  load 

- 4.40', 

95 


POTTSVILLE  IRON  AND  STEEL  CO 


96 


POTTSVILLE,  PENNA.,  U.S.  A, 


T A B Iv  K S 


OF  THE  CAPACITY  OF 


STEEL  I BEAMS 


THE  EXTREME  FIBRE  STRESS  BEING  7.8  TONS  PER  SQUARE  INCH,  WHICH 
IS  TWO-SEVENTHS  OF 


AND  THE  UNSTAYED  LENGTH  OF  FLANGE  NOT  EXCEEDING 
THIRTY  TIMES  ITS  WIDTH. 


The  span,  which  is  thirty  times  the  flange  width,  is  denoted  by  a dotted 
line  on  the  tables,  and  for  lengths  greater  than  this,  the  tabular 
safe  load  must  be  reduced  by  multiplying  it  by  the  factors 
given  in  table  on  page  43,  or  else  some  method 
of  staying  the  flanges  be  employed. 


UNDEfl  UNIFORMLY  DISTRIBUTED 
TRANSVERSE  LOADS, 


THE  MODULUS  OF  RUPTURE; 


97 


POTTSVILLE  IRON  AND  STEEL  CO., 


STEEL  I BEAMS.  I 

15"  I BEAM.  SHAPE  No.  1.  252^  LBS.  PER  YARD.  I 

Depth,  15".  Width  of  flange,  Thickness  of  web, 


Safe  load  in  nett  tons  = i — -z — . 

Span  in  feet 

Maximum  shear  = 44.08  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 6.39'. 


Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 


Span,  in  feet. 

0 

0 

M 

0 

CO 

Deflexion,  in  inche; 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 
per  square  foot. 

250  lbs. 

per  square  foot. 

10 

56.36 

0.12 

842 

II 

51-24 

0.14 

926 

12 

46.97 

0.18 

lOIO 

31-31 

13 

43-36 

0.21 

1094 

33-35 

26.68 

14 

40.26 

0.25 

1178 

32.86 

28.75 

23.01 

15 

37-57 

0.27 

1263 

33-39 

28.62 

25.04 

20.04 

16 

35-23 

0.31 

1346 

35-23 

29-35 

25.16 

22.02 

17.61 

17 

33-15 

0-35 

1431 

39.00 

31.20 

26.00 

22.28 

19.50 

15.60 

18 

31-31 

0.39 

1515 

34.80 

27.82 

23,20 

19.88 

17.40 

13-91 

19 

29.66 

0.43 

1599 

31-23 

24-97 

20.82 

17.84 

15.61 

12.48 

20 

28.18 

0.48 

1684 

28.18 

22.54 

18.78 

16.10 

14.09 

11,27 

21 

26.84 

0.53 

1767 

25-56 

20.45 

17.04 

14.60 

12.78 

10.23 

22 

25.62 

0.58 

1851 

23-30 

18.62 

15-53 

13-31 

11.65 

9-31 

23 

24.51 

0.64 

1936 

21.31 

17-05 

14.21 

12.18 

10.66 

8.52 

24 

23.48 

0.69 

2020 

19.56 

15-65 

13.04 

II. 18 

9-78 

7.82 

25 

22.54 

0.75 

2103 

18.03 

14.42 

12.02 

10.30 

9.02 

7.21 

26 

21.68 

0,82 

2189 

16.68 

13-35 

II. 12 

9-53 

8.34 

6.67 

27 

20.87 

0.88 

2261 

15.46 

12.33 

10.31 

8.83 

7-73 

6.17 

28 

20.13 

0.95 

2356 

14.38 

11.50 

9-59 

8.22 

7.19 

5-75 

29 

19-45 

1.02 

2441 

13-41 

10.73 

8.94 

7.66 

6.70 

5-36 

3“^ 

18.78 

1.08 

2525 

12.52 

10.02 

8-35 

7-15 

6.26 

5-01 

31 

18.18 

1. 17 

2609 

11-73 

9-38 

7.82 

6.70 

5-86 

4-69 

32 

17.61 

1.25 

2693 

II.OI 

8.80 

7-34 

6.29 

5-50 

4-40 

33 

17.08 

1-33 

2777 

10.35 

8.28 

6.90 

5-91 

5-17 

4.14 

POTTSVILLE,  PENNA.,  U.  S.  A. 

STEEL  I BEAMS. 

15"  I BEAM.  SHAPE  No.  2.  202  LBS.  PER  YARD. 

Depth,  15".  Width  of  flange,  5rV'.  Thickness  of  web, 


Safe  load  in  nett  tons  = ^ — •. 

Span  in  leet 

^Maximum  shear  = 27.11  tons. 


Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 8.87'. 


0 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

Span,  in  feet. 

0 

e$ 

Ci 

OQ 

Deflexion,  in  inchei 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 
175  lbs. 

per  square  foot. 
200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

11 

12 

13 

14 

48.10 

43-73 

40.08 

37.00 

34-36 

0.12 

0.14 

o.i8| 

0.21 

0.25 

673 

741 

808 

875 

943 

1 

i i 

i 133-36 

'32.53  28.46 
32.73  28.05  24.54 

31.80 

26.69 

22.77 

19.64 

15 

32.07 

0.27 

1010 

i 

*34-21 

28.51  24.43l2i.38 

17.10 

16 

30.06 

0.31 

1077 

30.06!  25. 05 '21. 47  48. 79 

15-03 

17 

28.29 

0-35 

1145 

33.28I26.62 

22.19  19.02  16.64 

13-31 

18 

26.72 

0.39 

1212 

29.69 

;23-75  19-79  16.97  14.84 

11.88 

19 

25-32 

0.43 

1279  26.64 

!2I.3i 

17.76  15.22  13.32 

10.66 

20 

24.05 

0.48 

134724.05  19.24  16.03  13-74  12.02 

9.62 

21 

22.90 

0.53 

I4I4'2I.8i 

17-45  14-54  12.46  10.90 

8.72 

22 

21.86' 

0.58 

1481  19.87 

15.90 

13.25  11.35  9-93 

7-95 

23 

20.91 

0.64 

1549  18.18  14.54 

12.12  10.39'  9-09 

7.27 

24 

20.04 

0.69 

1616  16.70  13.36 

II. 13  9.54:  8.35 

6.68 

25 

19.24 

0.75 

1683 

15-39 

12.31 

10.26  8.79!  7.69 

6.16 

26 

18.50 

0.82 

1751 

14.23 

11.38 

9-49  8.13'  7. II 

5-69 

27 

17.81 

0.88 

1818 

13-19 

10.55 

8.79  7.54:  6.55 

5.28 

28 

1 17-18 

0.95 

1885  12.27 

9.82 

8.18  7.01  6.13 

4.91 

29 

1 16.59 

I 1.02 

1953 

11.44 

' 9-15 

7-63  6.54  5.72 

4-58 

30 

16.03 

1 1.08 

; 2020 

10.69 

8.55 

7.13I  6.11  5.34 

4.28 

31 

15-52 

i 1-17 

2087 

lO.OI 

8.01 

1 6.67  5.72'  5.00 

4.00 

32 

15-03 

1 1-25 

2155 

9-39 

. 7-51 

6.26  5.37  4.69 

3-76 

33 

14.58 

^-33 

2222 

8.84 

7.07 

’ 5-89  5-05  4-42 

3-54 

99 


POTTSVILLE  IRON  AND  STEEL  CO., 


STEEL  I BEAMS. 

15"  I BEAM.  SHAPE  No.  3.  15VA  LBS.  PER  YARD. 

Depth,  15".  Width  of  flange,  5".  Thickness  of  web, 

r-  r 1 1 • 366.60 

bate  load  m nett  tons  = -7^ ; — . 

bpan  in  teet 

Maximum  shear  = 16.80  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 10.91'. 


Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 


Span,  in  feet. 

§ 

1 

1 

Deflexion,  in  inchei 

Weight  of  beam. 

100  lbs. 

per  spare  foot. 

125  lbs. 

per  spare  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

11 

12 
13 

36.66 

33-33 

30-55 

28.20 

0.12 

0.14 

o.i8i 

0.21 

505 

556 

606 

657 

34.70 

33-95 

28.92 

34-63 

29.09 

24.79 

36.66 

30.30 

25.46 

21.69 

29-33 

24.24 

20.37 

17-35 

14 

26.19 

0.25 

707 

37-41 

29.93 

24-94 

21.38 

18.70 

14.97 

15 

24-44 

0.27 

757 

32.59 

26.07 

21.73 

18.62 

16.30 

13.04 

16 

22.91 

0.31 

808 

28.64 

22.91 

19.09 

16.37 

14.32 

11.46 

17 

21.56 

0-35 

859 

25-36 

20.29 

16.91 

14.49 

12.68 

10.15 

18 

20.37 

0-39 

909 

22.64 

18.II 

15.09 

12.94 

11.32 

9.06 

19 

19.29 

0.43 

959 

20.30 

16.24 

13-53 

11.60 

10.15 

8.12 

20 

18.33 

0.48 

1010 

18.33 

14.66 

12.22 

10.47 

9.17 

7-33 

21 

17.46 

0.53 

1060 

16.62 

13-30 

11.08 

9-50 

8.30 

6.65 

22 

16.66 

0.58 

iiii 

15.15 

12.12 

lO.IO 

8.66 

7.58 

6.06 

23 

15-94 

0.64 

1161 

13.86 

11.09 

9-24 

7-92 

6.93 

5-55 

24 

15.28 

0.69 

1212 

12.74 

10.19 

8.49 

7.28 

6.37 

5-09 

25 

14.66 

0.75 

1263 

11-73 

9-38 

7.82 

6.99 

5.87 

4-69 

26 

14.10 

0.82 

1313 

10.84 

8.67 

7-23 

6.19 

5.42 

4-33 

27 

13-58 

0.88 

1363 

10.06 

8.05 

6.71 

5-75 

5-03 

4.02 

28 

13,09 

0.95 

1414 

9-35 

7-48 

6.23 

5-34 

4.68 

3-74 

29 

12.64 

1.02 

1465 

8.72 

6.98 

5-81 

4-98 

4.36 

3-49 

30 

12.22 

1.08 

1515 

8.15 

6.52 

5-43 

4.66 

4.08 

3-26 

31 

11.82 

1. 17 

1565 

7.62 

6.10 

5-08 

4-35 

3.81 

3-05 

32 

11.46 

1.25 

1616 

7.16 

5-73 

4-77 

4-09 

3-58 

2.87 

33 

II. II 

1-33 

i 

1666 

1 

6.74 

5-39 

4-49 

3-85 

3.37 

2.70 

100 


POTTSVILLE,  PENNA.,  U.S.  A. 


STEEL  I BEAMS. 

15"  I BEAM.  SHAPE  No.  4.  126!4  LBS.  PER  YARD. 

Depth,  15".  Width  of  flange,  4^".  Thickness  of  web,  /b". 


Safe  load  in  nett  tons  = — . 

Span  in  teet 

Maximum  shear  = 14.30  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 10.36'. 


Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 


Span,  in  feet. 

0 

Deflexion,  in  inches 

Weight -of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10  j 

11  1 

12  ! 

29.64 

26.94 

24.70 

0.12 

0.14 

0.18 

421 

463 

505 

32.93 

32.65 

27.44 

33.87 

27.99 

23.52 

29.64 

24.49 

20.58 

23.71 

19.59 

16.46 

13 

22.80 

0.21 

547 

35.07  28.06 

23.38 

20.04 

17.54 

14.03 

14 

21.17 

0.25 

589 

30.24  24.19 

20.16 

17.28 

15.12 

12.10 

15 

19.76 

0.27 

631 

26.35; 

21.08 

17.57 

15.06 

13.18 

10.54 

16 

18.53 

0.31 

673 

23.l6il8.53 

15.41 

13.23 

11.58 

9.27 

17 

17.44 

0.35 

715 

20.521 

16.42 

13.68 

11.73 

10.26 

8.21 

18 

16.47 

0-39 

757 

18.301 14.64 

12.20 

10.46 

9.15 

7.32 

19 

15.60 

0.43 

800 

I6.42li3.i4 

10.95 

9.38 

8.21 

6.57 

20 

14.82 

0.48 

842 

14.82' 

11.86 

9.88 

8.47 

7.41 

5-93 

21 

14. II 

0.53 

884 

13.44 

,10.75 

8.96 

7.68 

6.72 

5.38 

22 

1347 

0.58 

926 

12.25 

9.80 

8.17 

7.00 

6.12 

4.90 

23 

12.89 

0.64 

968 

II. 21 

8.97 

7.47 

6.41 

5.60 

4.48 

24 

12.35  0.69 

1010 

10.29 

8.23 

6.86 

5.89 

5.15 

4.12 

25 

' 11.86 

0.75 

1052 

9.49 

7.59 

6.33 

5.42 

4.75 

3-79 

26 

; 11.40 

0.82 

1094 

8.77 

7.02 

5.85 

5.01 

4.39 

3.51 

27 

i 10.98 

0.88 

1136 

8.14 

6.51 

5.43 

4.65 

4.07 

3.26 

28 

' 10.59 

0-95 

1178 

1 7.56 

: 6.05 

5.04 

4.32 

3.78 

3.02 

29 

' 10.22 

1.02 

1220 

7.04 

5.63 

4.69 

4.02 

3.52 

2.81 

30 

9.88 

1.08 

1262 

6-59 

5.27 

4.39 

3-77 

3.30 

2.63 

31 

9-56 

1. 17 

1305 

6.17 

4.94 

4.12 

3.52 

3.08 

2.47 

32 

9.26 

1.25 

1347 

! 5-79 

4.63 

3.86 

3.31 

2.80 

2.31 

33 

8.98 

1-33 

1389 

' 5-44 

! 4.35 

3.63 

3-11 

2.72 

2.18 

101 


POTTSVILLE  IRON  AND  STEEL  CO., 

STEEL  I BEAMS. 

12"  X BEAM.  SHAPE  No.  5.  171%  LBS.  PER  YARD. 

Depth,  12".  Width  of  flange,  5%".  Thickness  of  web, 


Safe  load  in  nett  tons  = . 

Span  m leet 

Maximum  shear  = 27.72  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 5.72'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

31-72 

0.15 

573 

36.25 

31-72 

25-38 

II 

28.84 

0.18 

630 

34-96 

29-97 

26.22 

20.98 

12 

26.43 

0.22 

687 

35-24 

29-37 

25-17 

22.02 

17.62 

13 

24.40 

0.26 

744 

35-23 

28.18 

23-49 

20.13 

17.62 

14.09 

14 

22.66 

0.30 

802 

32.37 

25.90 

J 

21.58 

L 

18.50 

16.18 

12.95 

15 

21.15 

0.34 

859 

28.20 

22.56 

18.80 

16.II 

14.10 

11.28 

16 

19.82 

0-39 

916 

24.78 

19.82 

16.52 

14.16 

12.39 

9.91 

17 

18.66 

0.44 

973 

21.95 

17-56 

14.63 

12.54 

10.97 

8.78 

18 

17.62 

0.49 

1030 

19.58 

15.66 

13-05 

II. 19 

9-79 

7.83 

19 

16.71 

0.55 

1088 

17-59 

14.07 

11-73 

10.05 

8.80 

7.04 

20 

15.86 

0-59 

1145 

15.86 

12.69 

10.57 

9.06 

7.93 

6.34 

21 

15.10 

0.66 

1202 

14.38 

11.50 

9-59 

8.22 

7.19 

5-75 

22 

14.42 

0.73 

1260 

13. II 

10.49 

8.74 

7-49 

6.55 

5-24 

23 

13-79 

0.79 

1317 

11.99 

9-59 

7-99 

6.85 

6.00 

4.80 

24 

13.22 

0.86 

1374 

11.02 

8.82 

7-35 

6.30 

5-51 

4.41 

25 

12.69 

0.94 

1431 

10.15 

8.12 

6.77 

5.80 

5-07 

4.06 

26 

12.20 

I.OI 

1489 

9-38 

7-50 

6.25 

5-36 

4.69 

3-75 

27 

11-75 

1.09 

1546 

8.70 

6.g6 

5.80 

4-97 

4-35 

3-48 

28 

11-33 

1. 18 

1603 

8.09 

6.47 

5-39 

4.62 

4-05 

3-24 

29 

10.94 

1.27 

1660 

7-54 

6.03 

5-03 

4.31 

3-77 

3.02 

30 

10.57 

1.36 

1718 

7-05 

5-64 

4-70 

4-03 

3-52 

2.82 

31 

10.23 

1.46 

1775 

6.60 

5.28 

4-40 

3-77 

3-30 

2.64 

32 

9-92 

1-55 

1832 

6.20 

4.96 

4-13 

3-54 

3.10 

2.48 

33 

9.61 

1.64 

1889 

5-82 

4.66 

3-88 

3-33 

2.91 

2.33 

102 


POTTSVILLE,  PENNA.,  U.S.A, 


STEEL  I BEAMS. 

12"  Z BEAM.  SHAPE  No.  6.  1 26^  LBS.  PER  YARD. 

Depth,  12".  Width  of  flange,  4%".  Thickness  of  web,  3^". 


Safe  load  in  nett  tons  = — . 

Span  in  feet 

Maximum  shear  = 17.34  tons. 


Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 6.94'.  - 


Distance  apart,  in  feet,  centre  to  centre  of 

CO  beams,  for  safe  loads  of 

C 

~ 0 

I 1 i - 

» g 0 0 © 

g 

.g- 

1 

J 

•2  -2  zr^ 

^ ^ ^ ^ 

M s 

2 

cS 

2 

S § 

C/D 

g § srsrsr 

"S  ^ ^ © © 0 

CO  p*  PL-  PL, 

0 

i 1* 

pH 

© 

pH 

10 

24.10  0.15  421  32.13 

27.5424.10 

19.28 

II 

21.90  0.18  463  31.8626.54 

22.75 

19.91 

15-93 

12 

20.08  0.22  505  33.47  26.77  22.31 

19.12 

16.73 

13-38 

13 

18.53  0-26  548  28.51  22. 8l  19.01 

16.29  14-25 

11.40 

14 

17.21  0.30  59024.5819.6616.39 

14.05 

12.29 

9-83 

15 

16.06  0.34  632  21.41  17.13  14.27 

12.24 

10.71 

8.57 

16 

15.06  0.39  674  18.83  12.55 

10.76 

9.41 

7-53 

17 

14.17  0.44  716  16.67  13.34  II. 12 

9-53 

8.34 

6.67 

18 

13-39  0-49  75814-8811.90  9.92 

8.50 

7-44 

5-95 

19 

12.66  0.55  800  13.33  10-66,  8.88 

7.62 

6.66 

5-33 

20 

12.05  0.59  842  12.05  9-64  8.03 

6.88 

6.03 

4.82 

21 

11.47  0.66  885  10.92  8.74  7.28 

6.24 

5-46 

4-37 

22 

10.95  0.73  927  9.95  7.96  6.64 

569 

4-98 

3-98 

23 

10.48  0.791  969  9-1 1 7-29  6.07 

5.21 

4-56 

3-65 

24 

10.04  0.86,  loii  8.37  6.6g  5.58 

4-78 

4.18 

3-35 

25 

9.64  0.94  1053  7-71  6.17  5.14 

4.41 

3-86 

3-09 

26 

9.27  i.oi  1095  7.12  5.70  4.75 

4-07 

3-56 

2.85 

27 

8.92  1.09;  1137  6.61  5.28  4.40 

3-78 

3-31 

2.64 

28 

8.61  1. 18,  1179  6.15  4.92  4.10 

3-52 

3.08 

2.46 

29 

8.31  1.27  1222  5.73  4.58  3.82 

3-27 

2.87 

2.29 

30 

8.03  1.36'  1264  5-35  4-28  3.57 

3.06 

2.68 

2.14 

31 

7-77  1-46'  1306  5.01  4.01  3.34 

2.86 

2.50 

2.00 

32 

7-53  1-55  1348  4-70  3-76  3-14 

2.69 

2.35 

1.83 

33 

7.30  1.64  1390  4.42  3.54  2.95 

2-53 

2.21 

1-77 

103 


7 


POTTSVILLE  IRON  AND  STEEL  CO., 


STEEL  I BEAMS. 

12"  I BEAM.  SHAPE  No.  7.  101  LBS.  PER  YARD. 

Depth,  12".  Width  of  flange,  4xV'-  Thickness  of  web,  /g"* 

r-  r 1 1 • 187.20 

Safe  load  in  nett  tons  = — ^ — . 

Span  m feet 

Maximum  shear  = 14.18  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 6.60'. 


Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 


Span,  in  feet. 

J 

CO 

Deflexion,  in  inchei 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

18.72 

0.15 

337 

37-44 

29-95 

24.96 

21.39 

18.72 

14.98 

II 

17.02 

0.18 

370 

30.95 

24.76 

20.63 

17.69 

15-47 

12.38 

12 

15.60 

0.22 

404 

26.00 

20.80 

17-33 

14.86 

13.00 

10.40 

13 

14.40 

0.26 

438 

22.15 

17.72 

14-77 

12.66 

11.07 

8.86 

14 

13-37 

0.30 

471 

19.10 

15.28 

12.73 

10.91 

9-55 

7.64 

15 

12.48 

0.34 

505 

16.64 

13-31 

11.09 

9-51 

8.32 

6.66 

16 

11.70 

0.39 

539 

14.63 

11.70 

9-75 

8.36 

7-31 

5-85 

17 

1 1. 01 

0.44 

572 

12.95 

10.36 

8.63 

7-40 

6.47 

5.18 

18 

10.40 

0.49 

606 

11.56 

9-25 

7.71 

6.61 

5-78 

4.62 

19 

9.85 

0-55 

640 

10.37 

8.30 

6.91 

5-93 

5.18 

4-15 

20 

9-36 

0-59 

673 

9-36 

7-49 

6.24 

5-35 

4.68 

3-74 

21 

8.91 

0.66 

707 

8.48 

6.78 

5-65 

4.85 

4-24 

3-39 

22 

8.51 

0.73 

741 

7-74 

6.19 

5.16 

4-42 

3-87 

3.10 

23 

8.14 

0.79 

774 

7.08 

5.66 

4-72 

4-05 

3-54 

2.83 

24 

7.80 

0.86 

808 

6.50 

5.20 

4-33 

3-71 

3-25 

2.60 

25 

7-49 

0.94 

842 

5-99 

4-79 

3-99 

3-42 

2.99 

2.40 

26 

7.20 

I.OI 

875 

5-54 

4-43 

3-69 

3-17 

2.77 

2.22 

27 

6.93 

1.09 

909 

5-13 

4.10 

3-42 

2.93 

2.56 

2.05 

28 

6.69 

1. 18 

944 

4.78 

3.82 

3-19 

2.73 

2.39 

29 

6.46 

1.27 

977 

4.46 

3-57 

2.97 

2.55 

2.23 

30 

6.24 

1.36 

1010 

4.16 

3-33 

2.77 

2.38 

2.08 

31 

6.04 

1.46 

1044 

3-90 

3.12 

2.60 

2.23 

32 

5.85 

1-55 

1077 

3.66 

2-93 

2.44 

2.09 

33 

5-67 

1.64 

iiii 

3-44 

2.75 

2.29 

1-97 

104 


POTTSVILLE,  PENNA.,  U.  S.  A. 

STEEL  I BEAMS.  ' 

10H"X  BEAM.  SHAPE  No.  8.  136^  LBS.  PER  YARD.  I 

Depth,  Width  of  flange,  5".  Thickness  of  web,  i 


Safe  load  in  nett  tons  = -7; — 7 . 

Span  in  feet 

Maximum  shear  = 17.69  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 6.69'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  bsam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

23.67 

0.18 

455 

47-34 

37-87 

31-56 

27-05 

23.67 

18.93 

II 

21.52 

0.21 

500 

39.12 

31-30 

26.08 

22.39 

19.56 

15-65 

12 

19.72 

0.25 

546 

32.87 

26.29 

21.91  18.78 

16.43 

13-15 

13 

18.21 

0.30, 

591 

28.02 

22.41 

18.68 

16.01 

14.01 

II. 21 

14  1 

16.91 

0-35 

637 

24.16 

19-33 

16.10 

13.80 

12.08 

9.66 

15  ' 

15-78 

0.40 

682 

21.04 

16.84 

14.03 

12.02 

10.52 

8.42 

16 

14.80 

0.46 

728  18.50 

14.80 

12.33 

10.57 

9-25 

7-40 

17 

13.92 

0.51 

773|I6.36 

13.10 

10.92 

9-36 

8.19 

6.55 

18 

13-15 

0.57 

819  14.61 

11.69 

9-74 

8.35 

7-30 

5-84 

19 

12.46 

' 0.64 

864  13.12 

10.49 

8.74 

7-49 

6.56 

5-24 

20 

11.84 

0.70 

910 

'11.84 

9-47 

7-89 

6.74 

5-92 

4-74 

21 

11.27 

0.78 

955  10.73 

8.59 

7.16 

6.13 

5-37 

4-29 

22 

10.76 

0.86 

1001 

1 9-78 

7-83 

6.52 

5-59 

4.88 

3-91 

23 

10.30 

0.94 

1046 

^ 8.95 

7.17 

5-97 

5-11 

4-48 

3-59 

24 

, 9.86 

1. 01 

1092 

8.22 

6.57 

5-48 

4-70 

4.11 

3-29 

25 

9-47 

I. II 

1137 

i 7-58 

6.06 

5-05 

4-33 

3-79 

3-03 

26 

9.10 

1.20 

1183 

7.00 

; 5.60 

4.67 

4.00 

3-50 

2.80 

27 

8.77 

1.29 

00 

M 

6.50 

5.20 

4-33 

3-71 

3-25 

2.60 

28 

8.46 

1-39 

1274 

6.04 

1 4-83 

4-03 

3-45 

3.02 

2.42 

29 

8.16 

1.48 

1319 

5-63 

4-50 

3-75 

3-22 

2.81 

2.25 

30 

7.89 

1-59 

1365 

5.26 

4.21 

3-51 

3.01 

2.63 

2.10 

31 

7.64 

1.69 

1410 

4-93 

3-94 

3-29 

2.82 

2.47 

1.92 

32 

7.40 

1.81 

1456 

4-63 

3-70 

1 3-09 

2.64 

2.31 

1.85 

33 

7.18 

1.92 

1501 

4-35 

3-48 

2.90 

2.49 

2.18 

1.74 

105  I 


POTTSVILLE  IRON  AND  STEEL  CO., 


STEEL  I BEAMS. 

10K"  I BEAM.  SHAPE  No.  9.  106  LBS.  PER  YARD. 

Depth,  Width  of  flange,  4xV^-  Thickness  of  web,  34^'. 


Safe  load  in  nett  tons  = 7:; — . . 

Span  in  feet 

Maximum  shear  = 16.17  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 5.39'. 


Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 


Span,  in  feet. 

a 

-S 

a 

0 

cS 

Deflexion,  in  inchei 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  fdot. 

250  lbs. 

per  square  foot. 

10 

1743 

0.18 

354 

34.86 

27.89 

23-24  19-92 

17-43 

13-94 

II 

15.85 

0.21 

389 

28.81 

23-05 

I9.2I|I6.47 

14.41 

11.52 

12 

14-53 

0.25 

425 

24.22 

19.38 

16.15  13.84 

12. II 

9.69 

13 

1341 

0.30 

460 

20.63 

16.50 

13-75 

11.80 

10.32 

8.25 

14 

12.45 

0-35 

495 

17.80 

14.24 

11.86  10.16 

8.90 

7.12 

15 

11.62 

0.40 

531 

15-49 

12.39 

10.33 

i 8.85 

7-75 

6.20 

16 

10.90 

0.46 

566 

13-63 

10.90 

9-09 

1 7-79 

6.81 

5-45 

17 

10.25 

1 0.51 

602 

12.06 

9-65 

8.04 

1 6.89 

6.03 

4.88 

18 

9.68 

1 0.57 

637 

10.76 

8.60 

7.17 

1 6.15 

5-38 

4-30 

19 

9.18 

0.64 

672 

9.66 

7-73 

6.44 

j 5-52 

4-83 

3-86 

20 

8.72 

0.70 

708 

8.72 

6.98 

5.81 

4-98 

4-36 

3-49 

21 

8.30 

0.78 

743 

7.90 

6.32 

5-27 

4-52 

3-95 

3.16 

22 

7.92 

0.86 

778 

7.20 

5-76 

4.80 

4.10 

3.60 

2.88 

23 

7.58 

0.94 

814 

6-59 

5-27 

4-40 

3-77 

3-30 

2.64 

24 

7.27 

I.OI 

849 

6.06 

4-84 

4-04 

3-46 

3-03 

2.42 

25 

6.97 

I. II 

885 

5-58 

4.46 

3-72 

3-19 

2-79 

2.23 

26 

6.71 

1.20 

920 

5.16 

4-13 

3-44 

2-95 

2.58 

2.07 

27 

6.46 

1.29 

955 

4-78 

3-83 

3-19 

2-73 

2-39 

1.92 

28 

6.23 

1-39 

991 

4-45 

3-56 

2.97 

2.54 

2.23 

1.78 

29 

6.01 

1.48 

1026 

4-15 

3-32 

2.76 

2-37 

2.07 

1.66 

30 

5.81 

1-59 

1061 

3-87 

3.10 

2.58 

2.21 

1-94 

1-55 

31 

5.62 

1.69 

1097 

3-63 

2.90 

2.42 

2.07 

1.81 

1-45 

32 

5-45 

1.81 

1132 

3-41 

2-73 

2.27 

1-95 

1-74 

1.36 

33 

5.28 

1.92 

1168 

3-20 

2.56 

2.14 

1.83 

1.60 

1.28 

106 


POTTSVILLE,  PENNA.,  U.  S.  A. 


STEEL  I BEAMS. 

^0y2"X  BEAM.  SHAPE  No.  10.  91  LBS.  PER  YARD. 

Depth,  loy".  Width  of  flange,  4>^".  Thickness  of  web,  M"* 

140.60 

Safe  load  in  nett  tons  = -5 ^ — 7 — . 

Span  in  leet 

^Maximum  shear  = 12.10  tons. 


Span  limit  for  uniformly  distributed  load-  of  twice  the  maximum 
shear  = 6.14'. 


1 

Span,  in  feet.  1 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of- beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

j! 

^ 03  1 
^ ( 
0 i 
2 ^ \ 

: 

"o  1 

1 

\ 

tn  ^ 1 

^ 1 

"o  1 

£ i 

^ 1 

<0  1 

^ 1 
^ 1 

.0 

M £ 

i 1 

0 

.0 

<=> 

C<1  OQ 

W a-> 

S 2 

10 

14.96 

0.18 

29-92, 

23-94  19-95 

17-iOj 

14.96 

11.97 

11 

12 

13 

14 

15 

16 

17 

18 

19 

13-59 

12.46 

11.50 

10.68 

9-97 

9-35 

8.80 

8.31 

7.87 

0.21 

0.25 

0.30 

0-351 

0.40 

0.46I 

0.51 

0-571 

0.64 

334 

364 

394 

425 

455 

485 

516 

546 

576 

24.71 

20.77 

17.70 
15.26 
13-30 

11.70 

10.35 

9-23 

8.28 

19.77 

16.62 

14.16 

12.21 

10.64 

9-35 

8.28 

7-38 

6.63 

16.47 

13-85 

11.80 

10.17 

8.87 

7.80 

6.go 

6.15 

5-52 

14.12' 
11.87 
10. II 
8.72 
7.60 
6.68 
5-92 
5-27 

4-73 

12.35 

10.38 

8.85 

7-63 

6.65 

5.85 

5.18 

4.62 

4.14 

9.88 

8.31 

7.08 

Lio 

5-32 

4.68 

4.14 

3-70 

3-32 

20 

7.48 

0.70 

607 

7.48 

5-98 

i 4-99 

4-27 

3-74 

2.94 

21 

7.12 

0.78 

637 

6.78 

5-42 

4-52 

3-88 

3-39 

2.71 

22 

6.80 

0.86 

667 

6.18 

4-94  4-12 

1 3-54 

3-09 

2.47 

23 

6.51 

0.94 

698 

5.66 

4-53 

! 3-78 

1 3-23 

2.83 

2.26 

24 

6.23 

I.OI 

1 728 

, 5-19 

4-15 

: 3-40 

2.97 

2.60 

2.08 

25 

5-98 

I. II 

758 

, 4.78 

3-83 

3-19 

1 2.73 

2-39 

26 

5-75 

1.20 

1 789 

j 4-42 

3-54 

2-95 

2-53 

2.21 

27 

5-54 

1.29 

819 

4.10 

3-28 

2.74 

2-35 

2.05 

28 

5-34 

1-39 

849 

3.81 

3-05 

2-54 

2.17 

29 

5.16 

1.48 

880 

3-56 

2.85 

2.37 

2.03 

30 

4-99 

1-59 

910 

3-33 

2.661  2.22 

31 

4.82 

1.69 

940 

3-11 

2.49 

2.07 

32 

4.67 

1.81 

971 

2.92 

2.34 

33 

4-54 

1.92 

1001 

^ 2.75 

2.20 

107 


POTTSVILLE  IRON  AND  STEEL  CO., 


STEEL  I BEAMS. 

10"XBEAM.  SHAPE  No.  11.  1 06  LBS.  PER  YARD. 

Depth,  lo".  Width  of  flange,  4%".  Thickness  of  web, 


Safe  load  in  nett  tons  = -7:^ ! — 7 — . 

Span  m feet 

Maximum  shear  = 15.85  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 5.29'. 


Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

Span,  in  feet. 

0 

ns 

a 

0 

Deflexion,  in  inchei 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  fcot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

16.77 

0.20 

353 

33-54 

26.83 

22.36 

19.17 

16.77 

13-42 

II 

15.24 

0.23 

389 

27.71 

22.17 

18.47 

15-83 

13.86 

11.08 

12 

13.98 

0.27 

424 

23-30 

18.64 

15-53 

13-31 

11.65 

9-32 

13 

12.90 

0.31 

459 

19.85 

15.88 

13-23 

11-34 

9-93 

7-94 

14 

11.98 

0.36 

495 

I7.II 

13.69 

1 1. 41 

9.80 

8.56 

6.84 

15 

II. 18 

0.43 

530 

14.91 

11-93 

9-94 

8.52 

7.46 

5-96 

16 

10.48 

0.48 

566 

13.10 

10.48 

8.73 

7-49 

6.55 

5-24 

17 

9.87 

0-53 

601 

II. 61 

9.29 

7-74 

6.64 

5.81 

4.64 

18 

9-32 

0,60 

636 

10.31 

8.25 

6.87 

5-89 

5.16 

4.12 

19 

8.83 

0.68 

671 

9.26 

7.41 

6.17 

5-29 

4-63 

3-70 

20 

8-39 

0.75 

707 

8-39 

6.71 

5-59 

4-79 

4.20 

3-36 

21 

7-99 

0.83 

742 

7.61 

6.09 

5-07 

4-35 

3-81 

3-04 

22 

7.62 

0.91 

777 

6-93 

5-54 

4.62 

3-96 

3-47 

2.77 

23 

7.29 

0.99 

813 

6.34 

5-07 

4-23 

3-63 

3-17 

2.54 

24 

6.99 

1.08 

848 

5-83 

4.66 

3-89 

3-33 

2.92 

2-33 

25 

6.71 

1. 18 

883 

5-37 

4-30 

3-58 

3-07 

2.68 

2.15 

26 

6.45 

1.27 

919 

4.96 

3-97 

3-31 

2.83 

2.48 

1.99 

27 

6.21 

1.36 

954 

4.60 

3-68 

3-07 

2.63 

2.30 

28 

5-99 

1.47 

989 

4.28 

3-42 

2.85 

2.44 

2.14 

29 

30 

31 

32 

33 

5.78 

5-59 

5-41 

5-24 

5.08 

1-57 

1.68 

1.79 

1.92 

2.04 

1025 

1060 

1095 

1131 

1166 

4.00 

3-73 

3-49 

3.28 

I08 

3.20 

2.98 

2.79 

2.62 

2.46 

2.67 

2.49 

2-33 

2.19 

2.05 

2.29 

2.13 

2.00 

2.00 

108 


POTTSVILLE,  PENNA.,  U.  S.  A. 

STEEL  I BEAMS. 

10"!  BEAM.  SHAPE  No.  12.  91  LBS.  PER  YARD. 

Depth,  lo".  Width  of  flange,  4%".  Thickness  of  web, 


Safe  load  in  nett  tons  = ^ — . 

Span  in  feet 

Maximum  shear  = 13.05  tons. 


Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 5.58'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feat,  centre  to  centre  of 
beams,  for  safe  loads  of 

0 

^ s 

i 1 

0 

pH 

j 

.1 
J £ 

Ph 

1 

! -• 
s. 

M £ 

— o3 
c=> 

a 

0 

M 1 

0 

,0 

M 1 

0 p 

,p 

M £ 
1. 

10 

11 

1456 

13-24 

0.20 

0.23 

303 

334 

29.12 

24.07 

123-30  19-41 

19. 26^16.05 

16.64 

13-75 

14.56 

12.03 

11.65 

9-63 

12 

13 

14 

15 

16 

17 

18 

12.13 

11.20 

10.40 

9.71 

9.10 

8.56 

8.09 

0.27 

0.31 

0.36 

0.43 

0.48 
0-53 
j 0.60 

364  20.20 

394,17-23 

425  14.86 
455  12.95 
485  11.38 
516  10.07 
546  8.99 

16.16 

T3.78 

11.89 

10.36 

9.10 

8.06 

1 7-19 

13-47 

11-49 

9.91 

8.63 

7-59 

6.71 

5-99 

11-54 

9-85 

8.49 

7.40 

6.50 

5-75' 

5-14 

lO.IO 

8.61 

7-43 

6.47 

5-69 

5-03 

4-49 

8.08 

6.89 

5-94 

5.18 

4-55 

4-03 

3.60 

19 

7.66 

0.68 

576 

8.06 

6.45 

5-37 

4.61 

4-03 

3.22 

20 

7.28 

0.75 

607 

7.28 

5.82 

4-85 

4.16 

3-64 

2.91 

21 

6.93 

0.83 

637 

6.60 

5.28 

4.40 

3-77 

3-30 

2.64 

22 

6.62 

0.91 

667 

6.02 

4.82 

4.01 

3-44 

3.00 

2.41 

23 

6.33 

0.99 

698 

5-50 

4.40 

3-67 

3-14 

2-75 

2.20 

24 

6.07 

1.08 

728 

5.06 

4-05 

3-37 

2.89 

2-53 

2.02 

25 

5.82 

1. 18 

758 

4.66 

3-73 

3-II 

2.66 

2-33 

26 

5.60 

1.27 

789 

4-31 

3-45 

2.87 

2.46 

2.15 

27 

5-39 

1.36 

' 819 

3-99 

3-19 

2.66 

2.28 

28 

5.20 

1.47 

: 849 

3-71 

2-97 

2-47 

2.12 

29 

5.02 

1-57 

880 

3-46 

2-77 

2.31 

30 

4-85 

1.68 

910 

3-23 

2.58 

2.15 

31 

4.69 

1.79 

940 

3-03 

2.42 

2.02 

32 

4-55 

1.92 

971 

2.84 

2.27 

33 

4.41 

2.04 

1001 

1 

2.14 

i 

109 


POTTSVILLE  IRON  AND  STEEL  CO., 


STEEL  I BEAMS. 

9"  I BEAM.  SHAPE  No.  13.  91  LBS.  PER  YARD. 

Depth,  g".  Width  of  flange,  4%".  Thickness  of  web,  3^". 

r , • 127.40 

bale  load  in  nett  tons  = ^ — . 

bpan  in  leet 

Maximum  shear  = 14.90  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximurii 
shear  = 4.28'. 


Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 


Span,  in  feet. 

§ 

c3 

0 

1 

Deflexion,  in  inche: 

■Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

lO 

12.74 

0.20 

303 

25.48 

20.38 

16.99 

14.56 

12.74 

10.19 

II 

11.58 

0.25 

334 

21.05 

16.84 

14.03 

12.03 

10.52 

8.42 

12 

10.62 

0.30 

364 

17.70 

14.16 

11.80 

lO.II 

8.85 

7.08 

13 

9.80 

0.35 

394 

15.08 

12.06 

10.05 

8.62 

7-54 

6.03 

14 

9.10 

0.40 

425 

13.00 

10.40 

8.67 

7-43 

6.50 

5.20 

15 

: 8.49 

0.46 

455 

11.32 

9.06 

7-55 

6.47 

5.66 

4.53 

16 

1 7-96 

0.52 

485 

9-95 

7.96 

6.63 

5-69 

4-97 

3-98 

17 

7-49 

0.60 

516 

8.81 

7-05 

5.87 

5-03 

4.40 

3-52 

18 

7.08 

0.66 

546 

7.88 

6.30 

5-25 

4-50 

3-94 

3-15 

19 

6.70 

0.74 

576 

7-05 

5-64 

4.70 

4-03 

3-52 

2.82 

20 

6-37 

0.82 

607 

6.37 

5.10 

4-25 

3-64 

3.18 

2-55 

21 

6.07 

0.91 

637 

5.78 

4.62 

3-85 

3-30 

2.89 

2.31 

22 

5-79 

1. 00 

667 

5.26 

4.21 

3-51 

3.01 

2.63 

2.10 

23 

5-54 

1.09 

698 

4.82 

3.86 

3.21 

2.75 

2.41 

24 

5-31 

1. 18 

728 

4-43 

3-54 

2.95 

2-53 

2.21 

25 

5.10 

1.29 

758 

4.08 

3.26 

2.72 

2-33 

2.04 

26 

4.90 

1-39 

789 

3-77 

3.02 

2.51 

2.15 

27 

4.72 

151 

819 

3-50 

2.80 

2-33 

2.00 

28 

4.55 

1.61 

849 

3-25 

2.60 

2.17 

29 

4-39 

1-73 

880 

3-03 

2.42 

30 

4-25 

1.86 

910 

2.83 

2.26 

31 

4.11 

1.99 

940 

2.65 

2,12 

32 

3-98 

2.12 

971 

2.49 

33 

3.86 

2.26 

1001 

2-34 

i 

10 


POTTSVILLE,  PENNA.,  U.  S.  A. 


STEEL  I BEAMS. 

9"  Z BEAM.  SHAPE  No.  14.  86  LBS.  PER  YARD. 

Depth,  g".  Width  of  flange,  4^".  Thickness  of  web, 


bate  load  in  nett  tons  = -7:; : — 7 . 

bpan  in  feet 

Maximum  shear  = 12.29  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 5.05'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  spare  foot, 

125  lbs. 

per  spare  foot. 

150  lbs. 

per  spare  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

12.42 

0.20 

286 

24.84 

19.87 

16.56 

14.20 

12.42 

9-93 

II 

11.29 

0.25 

315 

20.53 

16.42 

13-70 

11-73 

10.27 

8.21 

12  j 

10-35 

0.30 

344 

:i7.25'i3.8o 

11.50 

9.86 

8.62 

6.90 

13  ' 

9-55 

0.35 

372ii4-7o 

11.76 

9.80 

8.40 

7-35 

5.88 

14 

8.87 

0.40 

401 

12.67 

10.14 

8.45 

7-24 

6-34 

5-07 

15 

8.28 

0.46 

430 

1 1 .04 

8.83 

7-36 

6.31 

5-52 

4.41 

16 

7.76 

0.52 

458 

9.70 

7.76 

1 6.47 

1 5-54 

4-85 

3-88 

17 

7-31 

0.60 

487 

8.60 

6.88 

5-73 

4.92 

4-30 

3-44 

18 

6.85 

0.66 

516 

7.61 

6.09 

5-07 

4-35 

3.81 

3-05 

19 

6.54 

0.74 

544 

6.88 

5-50 

4-59 

3-93 

3-44 

2.75 

20 

6.21 

0.82 

573 

6.21 

4.98 

4.14 

3-55 

3-II 

2.49 

21 

5-92 

0.91 

601 

5-64 

4-51 

3-76 

3.22 

2.82 

2.25 

22 

5-65 

1. 00 

630 

5-14 

4.11 

3-43 

2.94 

2-57 

2.06 

23 

5-40 

1.09 

659 

4.70 

3-76 

3-13 

2.68 

2-35 

24 

5-i8 

1. 18 

687 

4-32 

3-45 

2.88 

2.47 

2.16 

25 

4-97 

1.29 

716 

3-98 

3.18 

2.65 

2.27 

26 

4.78 

i-39| 

745 

3.68 

2.94 

2.45 

2.10 

27 

1 4.60 

I-5L 

773 

3-41 

2-73 

2.27 

28 

4.44 

1.61 

802 

3-17 

2.54 

2. II 

29 

4.28 

1-73 

831 

2-95 

2.36 

30 

4.14 

i.86| 

859 

2.76 

2.21 

31 

4.00 

1.99 

888 

2.58 

2.06 

32 

3.88 

2.12 

917 

2-43 

33  1 

3-77 

2.26 

1 

945 

2.28 

i 

Ill 




POTTSVILLE  IRON  AND  STEEL  CO., 

STEEL  I BEAMS. 

9"  I BEAM.  SHAPE  No.  16.  70Ji  LBS.  PER  YARD. 

Depth,  9".  Width  of  flange,  4".  Thickness  of  web, 

Safe  load  in  nett  tons  — . 

Span  in  feet 

Maximum  shear  = 9.77  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 4.93'. 


Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 


Span,  in  feet. 

§ 

1 

Deflexion,  in  inchei 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

! 10 

9.62 

0.20 

236 

19.24 

15-39 

12.83 

10.99 

9.62 

7.70 

II 

8.74 

0.25 

259 

15.89 

12.71 

10.59 

9.08 

7-94 

6.36 

12 

8.02 

0.30 

283 

13-37 

10.70 

8.91 

7.64 

6.68 

5-35 

13 

7.40 

0-35 

307 

11.38 

9.10 

7-59 

6.50 

5-69 

4.55 

14 

6.88 

0.40 

339 

9-83 

7.86 

6.55 

5.62 

4.91 

3-93 

15 

. 6.41 

0.46 

354 

8.55 

6.84 

5-70 

4-89 

4-27 

3-42 

; 16 

6.01 

0.52 

378 

7-51 

6.01 

5.01 

4-29 

3-75 

3.00 

1 17 

5.66 

0.60 

401 

6.66 

5-33 

4-44 

3.81 

3-33 

2.66 

; 18 

5-34 

0.66 

424 

5-93 

4-74 

3-95 

3-39 

2.96 

2.37 

■ ^9 

5.06 

0.74 

448 

5-33 

4.26 

3-55 

3-05 

2.66 

2.13 

20 

4.81 

0.82 

471 

4.81 

3-85 

3.21 

275 

2.41 

21 

4-58 

0.91 

495 

4-36 

3-49 

2.91 

2.49 

2.18 

■ 22 

4-37 

1. 00 

519 

3-97 

3.18 

2.65 

2.27 

} 23 

4.18 

1.09 

542 

3-63 

2.90 

2.42 

2.07 

1 24 

4.01 

1. 18 

566 

3-34 

2.67 

2.23 

25 

3-85 

1.29 

590 

3.08 

2.46 

2.05 

26 

370 

1-39 

613 

2.85 

2.28 

1 27 

3-56 

I-5I 

637 

2.64 

2. II 

28 

3-44 

1.61 

661 

2.46 

29 

3-32 

173 

684 

2.29 

1*  30 

3.21 

1.86 

708 

2.14 

31 

3.10 

1.99 

732 

2.00 

32 

3.00 

2.12 

755 

33 

2.92 

2.26 

778 

II2 


A 


POTTSVILLE,  PENNA.,  U.  S.  A. 


STEEL  I BEAMS. 

8"  I BEAM.  SHAPE  No.  16.  81  LBS.  PER  YARD. 

Depth,  8".  Width  of  flange,  43V'.  Thickness  of  web,  3^". 

„ ^ . 100.10 

Safe  load  in  nett  tons  = ^ ^ — . 

bpan  m feet 

Maximum  shear  = 13.60  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 3.68'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches.  ■ 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

0 

.0 

^ £ 
C5  ^ 
2 ^ 

0 

^ 2 ‘ 
^ 5 1 

E«  I 

0 

£ 

0 

i=Lt 

0 

,0 

J £ 

i 1 

E. 

0 

M £ 

0 E 
§ ^ 

E 

.0 

M £ 

<0 

m cy* 
ea  c/a 

{=U 

10 

lO.OI 

0.23 

270 

20.02 

16.02 

13-35 

11.44 

lO.OI 

8.01 

11 

12 

13 

14 

9.10 

8.34 

7.70 

7-15 

0.29 

0.34 

0-39 

0.46 

297 

324 

350 

377 

16.54 

13.90 

11.85 

10.21 

13-23 

II. 12 
9.48 
■8.17 

1 1. 00 

9-27 

7.90 

6.81 

9-45 

7-95 

6.77 

5-83 

8.27 

6-95 

5-93 

5-II 

6.62 

5-56 

4-74 

4.08 

15 

6.67 

0.52 

404 

8.89 

7. II 

5-93 

5.08 

4-45 

3-55 

16 

6.26 

0.60 

431 

7.82 

6.26 

5.21 

4-47 

3-91 

3-13 

17 

5-89 

0.68 

458 

6-93 

5-54 

4.62 

3-96 

3-47 

2.77 

18 

5-56 

075 

485 

6.18 

4.94 

4.12 

3-53 

3-09 

2.47 

19 

5-27 

0.83 

512 

5-55 

4.44 

3-70 

3-17 

2.78 

2.22 

20 

5.00 

0.92 

539 

5.00 

4.00 

3-33 

2.86 

2.50 

2.00 

21 

4.77 

1.02 

566 

4-54 

3-63 

3-03 

2-59 

2.27 

22 

4-55 

1. 12 

593 

4.14 

3-31 

2.76 

2-37 

2.07 

23 

4-35 

1.22 

620 

378 

’ 3-02 

2.52 

2.16 

24 

4.17 

1-34 

647 

3-47 

: 2.78 

2.31 

25 

4.00 

1.46 

i 674 

3.20 

1 2.56 

2.13 

26 

3-85 

1.56 

701 

2.96 

1 2.37 

27 

370 

1.69 

728 

2.74 

2.19 

28 

3-57 

1.82 

755 

2-55 

2.04 

29 

3-45 

1-95 

782 

2.38 

1 

30 

3-34 

2.08 

809 

2.23 

1 

31 

3-23 

2.22 

836 

2.08 

32 

3-13 

2.36 

863 

33 

3-03 

2.51 

890 

II3 


POTTSVILLE  IRON  AND  STEEL  CO., 


STEEL  I BEAMS. 

8"  I BEAM.  SHAPE  No.  17.  65%  LBS.  PER  YARD. 

Depth,  8".  Width  of  flange,  4".  Thickness  of  web, 


r.  r 1 1 • 00. 4U 

bate  load  in  nett  tons  = — ^ — . 

bpan  m feet 

Maximum  shear  = 6.97  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 6.34'. 


0 

c/5 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

Span,  in  feet. 

CtJ 

0 

Deflexion,  in  inche 

B 

'o 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot, 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

8.84 

0.23 

219 

17.68 

14.14 

11-79 

lO.IO 

8.84 

7.07 

II 

8.04 

0.29 

241 

^14.62 

11.69 

9-75 

8.35 

7-31 

5.85 

12 

7-37 

0.34 

263 

12.28 

9.82 

8.19 

7.02 

6.14 

4.91 

13 

6.80 

0-39 

285 

10.46 

8.37 

6.97 

5-98 

5-23 

4.19 

14 

6.31 

0.46 

307 

9.01 

7.21 

6.01 

5-15 

4-51 

3.61 

15 

5.89 

0.52 

329 

7.85 

6.28 

5-23 

4.49 

3-93 

3-14 

16 

5-53 

0.60 

350 

6.91 

5-53 

4.61 

3-95 

3-46 

2.77 

17 

5.20 

0.68 

372 

6.12 

4.89 

4.08 

3-49 

3.06 

245 

18 

4.91 

0.75 

394 

546 

4-37 

3-64 

3.12 

2.73 

2.19 

19 

4-65 

0.83 

416 

4.89 

3-91 

3.26 

2.79 

245 

20 

4.42 

0.92 

438 

4.42 

3-54 

2.95 

2-53 

2.21 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 

32 

33 

4.21 

4.02 

3-84 

3.68 

3-54 

340 

3-27 

3.16 

3-05 

2-95 

2.85 

2.76 

2.68 

1.02 
1. 12 

1.22 
1-34 
1.46 
1.56 
1.69 
1.82 
1-95 
2.08 

2.22 
2.36 
2.51 

460 

482 

504 

526 

548 

569 

591 

613 

635 

657 

679 

701 

723 

4.01 

3-65 

3-34 

3-07 

2.83 

2.62 

2.42 

2.26 

2.10 

3.21 

2.92 

2.67 

2.46 

2.26 

2.09 

2.67 

2.40 

2.23 

2.05 

2.29 

2,09 

2.01 

II4 


POTTSVILLE,  PENNA.,  U.  S.  A. 

STEEL  I BEAMS. 

7"  Z BEAM.  SHAPE  No.  18.  65%  LBS.  PER  YARD. 

Depth,  7".  Width  of  flange,  3yV'*  Thickness  of  web,  §|". 


Safe  load  in  nett  tons  = ^ — - — . 

Span  in  leet 

Maximum  shear  = 10.90  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 3.28'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs, 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

11 

12 

7-15 

6.50 

5-96 

0.26 

0-33 

0.38 

219 

241 

263 

14.30 

11.82 

9-93 

11.44 

9.46 

7-94 

9-53 

7.88 

6.62 

8.17 

675 

5-67 

7-15 

5-91 

4-97 

572 

473 

3-97 

13 

5-50 

0.46 

285 

8.46 

6.77 

SM 

4-83 

4-23 

3-38 

14 

511 

0.52 

307 

7-30 

5-84 

4.87 

4.17 

3-65 

2.92 

15 

4-77 

0.60 

•329 

6.36 

5-09 

4.24 

3-63 

3.18 

2.54 

16 

4-47 

0.68 

351 

5-59 

4-47 

373 

3.20 

2.29 

2.23 

17 

4.21 

0.77 

373 

4.96 

3-97 

3-31 

2.83 

2.48 

18 

3-97 

0.86 

394 

4.41 

3-53 

2.94 

2.52 

2.20 

19 

376 

0.96 

416 

3-96 

317 

2.64 

2.26 

20 

3-58 

1.07 

438 

3-58 

2.86 

2-39 

2.05 

21 

3-41 

1. 17 

460 

3-25 

2.60 

2.17 

22 

3-25 

1.29 

482 

2.95 

2.36 

23 

3-II 

1.40 

504 

2.70 

2.16 

24 

2.98 

1.52 

526 

2.48 

25 

2.86 

1.65 

548 

2.29 

26 

275 

1.79 

570 

2.12 

27 

2.65 

1.94 

592 

28 

2-55 

2.08 

614 

29 

2.46 

2.24 

636 

30 

2.38 

2-39 

657 

31 

2.31 

2-55 

679 

Span  limit  for  tabular  safe 

32 

2.23 

2.70 

701 

loads  = 

= 9.00', 

33 

2.16 

2.86 

723 

II5 


POTTSVILLE  IRON  AND  STEEL  CO., 


STEEL  I BEAMS. 

7"  I BEAM.  SHAPE  No.  19.  553^  LBS.  PER  YARD. 

Depth,  7".  Width  of  flange,  3iV'»  Thickness  of  web, 

Safe  load  in  nett  tons  = -p; — — . 

Span  in  feet 

Maximum  shear  = 7.08  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 4,62'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

11 

12 

6.53 

5-94 

5-45 

0.26 

0-33 

0.38 

185 

204 

222 

13.06 

10.80 

9.08 

10.45 

8.64 

7.26 

8.71 

7.20 

6.05 

7.46 

6.17 

5-19 

6.53 

540 

4-54 

5-23 

4-32 

3-63 

13 

5-03 

0.46 

241 

7-74 

6.19 

5.16 

4.42 

3.87 

3.10 

14 

4.67 

0.52 

259 

6.67 

5-34 

4-45 

3.81 

3-34 

2.67 

15 

4-36 

0.60 

278 

5.81 

4-65 

3-87 

3-32 

2.91 

2.32 

16 

4.09 

0.68 

297 

511 

4.09 

341 

2.92 

2.56 

2.04 

17 

3-85 

0.77 

315 

4-53 

3.62 

3.02 

2.59 

2.27 

18 

3-63 

0.86 

334 

4-03 

3.22 

2.69 

2.30 

2.02 

19 

3-44 

0.96 

352 

3.62 

2.89 

2.41 

2.07 

20 

3-27 

1.07 

371 

3-27 

2.62 

2.18 

21 

311 

1. 17 

389 

2.96 

2.37 

22 

2.97 

1.29 

408 

2.70 

2.16 

23 

2.84 

1.40 

426 

2.47 

24 

2.72 

1.52 

445 

2.27 

25 

2.61 

1.65 

463 

2.09 

26 

2.51 

1.79 

482 

27 

2.42 

1.94 

500 

28 

2.33 

2.08 

519 

29 

2.25 

2.24 

537 

30 

2.18 

2.39 

556 

31 

2. II 

2-55 

574 

Span  limit  for  tabular  safe 

32 

2.04 

2.70 

593 

load  = 

-8K'. 

33 

1.98 

2.86 

612 

1 16 


POTTSVILLE,  PENNA.,  U.S.  A. 


STEEL  I BEAMS. 

6"  I BEAM.  SHAPE  No.  20.  50K  LBS.  PER  YARD. 

Depth,  6".  Width  of  flange,  35V'.  Thickness  of  web, 

c r 1 j • 46.80 

bale  load  in  nett  tons  = -7; ^ — 7 . 

bpan  m feet 

Maximum  shear  = 8.52  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 2.75'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

10 

4.68 

0-33 

168 

9-36 

7-49 

6.24 

5-35 

4.68 

3-74 

II 

4-25 

0.38 

185 

7.61 

6.09 

5-07 

4-35 

3.80 

3-04 

12 

3-90 

0.44 

202 

6.50 

5.20 

4-33 

3-71 

3-25 

2.60 

13 

: 3.60 

0.52 

219 

5-54 

4-43 

3-69 

3.16 

2.77 

2.21 

14 

3-34 

0.61 

236 

4-77 

3.82 

3.18 

2.72 

2-38  ; 

1.91 

15 

3.12 

0.70 

253 

4.16 

3-33 

2.77 

2.38 

2.08 

16 

2.92 

0.78 

269 

3-65 

2.92 

2.43 

2.09 

17 

: 2.75 

0.89 

286 

3-23 

2.58 

2.15 

18 

2.60 

1. 00 

! 303 

2.88 

2.30 

19 

2.46 

' 1. 12 

320 

2-59 

2.07 

20 

1 2.34 

1-23 

337 

2-34 

21 

2.23 

1-36 

353 

2.12 

22 

2.13 

; 1.49 

370 

23 

2.04 

! 1.64 

387 

24 

1.95 

1.78 

404 

25 

1.87 

1.94 

421 

26 

1.80 

2.09 

438 

27 

1.74 

2.26 

454 

28 

2-43 

471 

1.07 

29 

I.61 

2.60 

488 

30 

1.56 

2.78 

505 

Scan  limit  for  tabular  safe 

31 

I5I 

2-95 

522 

load  = 

= 8.10'. 

32 

1.46 

3.12 

539 

33 

1.42 

3-29 

555 

II7 


POTTSVILLE  IRON  AND  STEEL  CO., 


STEEL  I BEAMS. 

6"  X BEAM.  SHAPE  No.  21.  40^  LBS.  PER  YARD. 

Depth,  6".  Width  of  flange,  Thickness  of  web,  Y4' • 


Safe  load  in  nett  tons  = ^ — ;; . 

Span  m feet 

IMaximum  shear  = 4.41  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 4.72'. 


I18 


POTTSVILLE,  PENNA.,  U.  S.  A. 


STEEL  I BEAMS. 

5"  I BEAM.  SHAPE  No.  22.  40'A  LBS.  PER  YARD. 

Depth,  5".  Width  of  flange,  Thickness  of  web, 


Safe  load  in  nett  tons  = : . 

Span  in  leet 

Maximum  shear  = 6.71  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 2.48'. 


Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 


Span,  in  feet. 

§ 

Deflexion,  in  inchei 

Weight  of  beam. 

too  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

3 

11.09 

0.03 

40 

29-57 

4 

8.32 

0.05 

54 

27-73 

23-77 

20.80 

16.64 

5 

6.65 

0.09, 

68 

26.60 

21.28 

17-73 

15.20 

13-30 

10.64 

6 

5-55 

0.13 

80 

18.50 

14.80 

12.33 

10.57 

9-25 

7-40 

7 

4-75 

0,18 

94 

13-57 

10.86 

9-05 

7-75 

6.79 

5-43 

8 

4.16 

0.23 

108 

10.40 

8.32 

6-93 

5-94 

5-20 

4.16 

9 

3-69 

0.30 

120 

8.20 

6.56 

5-47 

4.69 

4-10 

3.28 

10 

3-33 

0.36 

135 

6.66 

5-33 

4-44 

3.81 

3-33 

2.67 

II 

3-03 

0.44 

148 

5-51 

4.41 

3-67 

3-15 

2.76 

2.21 

12 

2.77 

0-53 

162 

4.62 

3-70 

3.08 

2.64 

2.31 

13 

2.56 

0.62 

175 

3-94 

3-15 

2.63 

2.25 

14 

2.38 

0.73 

189 

3-40 

2.72 

2.27 

15 

2.21 

0.83 

202 

2-95 

2.36 

16 

2.08 

0.95 

216 

2.60 

2.08 

17 

1-95 

1.07 

229 

2.29 

18 

1.85 

1. 19 

242 

2.06 

19 

I 75 

1-34 

256 

20 

1.67 

1.48 

269 

21 

1.58 

1.64 

283 

i 

22 

151 

1.79 

296 

1 

23 

1-45 

1.96 

310 

24 

1.38 

2.14 

322 

25 

1-33 

2-33 

337 

26 

1.28 

2.53 

350 

1 

1 

19 


/ 


POTTSVILLE  IRON  AND  STEEL  CO., 


STEEL  I BEAMS. 

5"  I BEAM.  SHAPE  No.  23.  30^A  LBS.  PER  YARD. 

Depth,  5".  Width  of  flange,  2^".  Thickness  of  web, 


Safe  load  in  nett  tons  = — - — . 

Span  m teet 

Maximum  shear  = 2.54  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 5.00'. 


120 


POTTSVILLE,  PENNA.,  U.  S.  A. 


STEEL  I BEAMS. 

4"Z  BEAM.  SHAPE  No.  24.  30K  LBS.  PER  YARD. 

Depth,  4".  Width  of  flange,  2/g".  Thickness  of  web, 


Safe  load  in  nett  tons  = — ^ 

Span  in  leet 

Maximum  shear  = 6.32  tons. 

Span  limit  for  uniformlj'^  distributed  lo'ad  of  twice  the  maximum 
shear  = 1.44'. 


Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 


Span,  in  feet. 

0 

c5a 

Deflexion,  in  incbei 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot.  | 

3 

4 

5 

6 

6.07 

4-55 

3-64 

3-03 

0.04 

0.08 

0.12 

0.17 

30 

40 

51 

61 

40.47 
22.75 
14.56 
10. 10 

32.38 

18.20 

11.65 

8.08 

26.98 

15.17 

9.71 

6.73 

23.13 

13.00 

8.32 

5.77 

20.24 

11.38 

7.28 

5.05 

16.19  1 

9.10  i 

5.83  : 

4.04  1 

7 

2.60 

0.22 

i 71 

7-43 

5-94 

4.95 

4.25 

3.72 

2.97 

8 

2.28 

0.30 

81 

570 

4.56 

3.80 

3.26 

2.85 

2,28  j 

9 

2.02 

0.38 

91 

4.49 

3-59 

2.99 

2.57 

2.25 

1 

10 

1.82 

0.47 

lOI 

3-64 

2.91 

2.43 

2.08 

! 

II 

1.65 

0.56 

III 

3.00 

2.40 

2.00 

: 

12 

1.52 

0.66 

I2I 

2-53 

2.02 

i 

13 

1.40 

0.78 

I3I 

2.15 

1 

14 

1.30 

0.91 

I4I 

1 

15 

1. 21 

1.05 

152 

1 

16 

1. 14 

1. 18 

162 

1 

17 

1.07 

1-34 

172 

18 

1. 01 

1-51 

182 

1 

19 

0.96 

1.68 

192 

i 

20 

0.91 

1.86 

202 

21 

0.87 

2.05 

212 

22 

0.83 

2.25 

222 

23 

0.79 

2.46 

233 

24 

0.76 

2.68 

243 

25 

0-73 

2.90 

253 

26 

0.70 

3-13 

263 

121 


POTTSVILLE  IRON  AND  STEEL  CO., 


STEEL  I BEAMS. 


4"  I BEAM.  SHAPE  No.  25.  24K  LBS.  PER  YARD. 

Depth,  4".  Width  of  flange,  2]^".  Thickness  of  web,  xV'- 

Safe  load  in  nett  tons  = 

Span  m feet 

Maximum  shear  = 4.51  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = '1.61. 


122 


POTTSVILLE,  PENNA.,  U.S.A. 


STEEL  I BEAMS. 

4"  I BEAM.  SHAPE  No.  26.  18!4  LBS.  PER  YARD. 

Depth,  4".  Width  of  flange,  2)4".  Thickness  of  web,  xV'* 


Safe  load  in  nett  tons  = ^ — . 

Span  m feet 

Maximum  shear  = 2.31  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 2.47'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square,  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

3 

4 

5 

6 

i 3.80 
1 2.85 
2.28 
1.90 

0.04 

0.08 

0.12 

0.17 

18 

24 

30 

36 

|25-33 
14.25 
1 9-12 
6.33 

j 20.26 
1 1 .40 
7-30 
5.06 

T6.89 

9-50 

6.08 

4.22 

14.47 

8.14 

5-21 

3.62 

12.67 

7-13 

4-56 

3-17 

10.13 

570 

3-65 

2.53 

7 

1.63 

0.22 

42 

4.66 

i 3-73 

1 3-07 

^ 2.66 

2.33 

8 

1-43 

0.30 

' 48 

3-58 

2.86 

2-39 

2.05 

9 

1.27 

0.38 

55 

2.82 

2.26 

10 

1. 14 

0.47 

61 

2.28 

II 

1.04 

0.56 

67 

12 

0-95 

0.66 

73 

I 

i 

13 

0.88 

0.78 

79 

1 

1 1 

14 

0.81 

0.91 

85 

1 

! 

15 

0.76 

1.05 

91 

16 

0.71 

1. 18 

97 

17 

0.67 

1-34 

103 

18 

0.63 

151 

109 

19 

0.60 

1.68 

115 

20 

0.57 

1.86 

121 

21 

0-54 

2.05 

128 

22 

0.52 

2.25 

134 

23 

0.49 

2.46 

140 

24 

0.48 

2.68 

146 

25 

0.46 

2.90 

152 

26 

0.44 

3-13 

158 

1 

123 


POTTSVILLE  IRON  AND  STEEL  CO., 


124 


POTTSVILLE,  PENNA.,  U.  S.  A. 


\. 


t 

T 


TABLES 


OF  THE  CAPACITY  OF 


STEEL  CHANNELS 


THE  EXTREME  FIBRE  STRESS  BEING  7.8  TONS  PER  SQUARE  INCH,  WHICH 
IS  TWO-SEVENTHS  OF 


AND  THE  UNSTAYED  LENGTH  OF  FLANGE  NOT  EXCEEDING 
THIRTY  TIMES  ITS  WIDTH. 


The  Span,  which  is  thirty  times  the  flange  width,  is  denoted  by  a dotted 
line  on  the  tables,  and  for  lengths  greater  than  this,  the  tabular 
safe  load  must  be  reduced  by  multiplying  it  by  the  factors 
given  in  table  on  page  43,  of  else  some  method 
of  staying  the  flanges  be  employed. 


UNDER  UNIFORMLY  DISTRIBUTED 
TRANSVERSE  LOADS, 


THE  MODULUS  OF  RUPTURE; 


POTTSVILLE  IRON 

AND 

STEEL  CO., 

STEEL 

CHANNELS. 

15"CHANNEL.  SHAPE  No.  30.  227%  LBS.  PER  YARD. 

Depth,  15". 

Width  of  flange,  Thickness  of  web,  igV'. 

431.60 

Span  in  feet  ’ 

f 

Maximum  shear  = 57.08  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 3.78'. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

Span,  in  feet. 

.2 

1 

.0 

Deflexion,  in  inche 

Weight  of  beam. 

100  lbs. 

per  square  fcot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

71.93 

0.04 

455 

8 

53.95 

0.09 

606 

10 

43.16 

0.14 

758 

43.16 

34.53 

12 

35-97 

0.19 

909 

39-97 

34.26 

29.97 

23.98 

14 

30-83 

0.27 

1061 

44.04 

35-23 

29.36 

25-17 

22.02 

17.62 

16 

26.98 

0.35 

1212 

33-73 

26.98 

22.49 

19.27 

16.86 

13.49 

18 

23.97 

0.44 

1364 

26.63 

21.30 

17.75 

15.22 

13.31 

10.65 

20 

21.58 

0.56 

1515 

21.58 

17.26 

14.39 

12.33 

10.79 

8.63 

22 

19.62 

0.68 

1667 

17.84 

14.27 

11.89 

10.19 

8.92 

7.14 

24 

17.98 

0.81 

1818 

14.98 

00 

9-99 

8.56 

7-49 

5-99 

26 

16.60 

0.95 

1970 

12.77 

10.22 

8.51 

7-30 

6.38 

5-II 

28 

15.42 

1.09 

2121 

1 1. 01 

8.81 

7-34 

6.29 

5.50 

4.40 

30 

14.39 

1.25 

2273 

9-59 

7.67 

6.39 

5-48 

4-79 

3-84 

32 

13.49 

1-43 

2424 

8.43 

6.74 

5.62 

4.82 

4.21 

3-37 

34 

12.69 

1.62 

2576 

7.46 

5-97 

4.97 

4.26 

3-73 

2.98 

126 


POTTSVILLE,  PENNA.,  U.  S.  A, 


STEEL  CHANNELS. 

15"CHANNEL.  SHAPE  No.  30.  1 76M  LBS.  PER  YARD. 

Depth,  15".  Width  of  flange,  4%".  Thickness  of  web, 

365.30 

Safe  load  in  nett  tons  = -5 : — y — 

Span  in  feet 

Maximum  shear  = 35.66  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 5.01'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

1 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

j 150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

60.88 

0.04 

354 

8 

45.66 

0.09 

471 

45.66 

10 

36.53 

0.14 

589 

41.75 

36.53 

29.22 

12 

30.44 

0.19 

707 

40.58 

33-82 

28.99 

25-36 

20.29 

14 

26.09 

1 

0.27 

825 

37.27 

29.82 

24.85 

21.30 

18.63 

14.91 

16 

22.83 

0.35 

943 

28.54 

22.83 

19.03 

16.31 

14.27 

11.42 

18 

20.29 

0.44 

1 060 

22.54 

18.03 

15-03 

12.88 

11.27 

9.02 

20 

18.27 

0.56 

1178 

18.27 

14.62 

12.18 

10.44 

9-13 

7-31 

22 

16.60 

0.68 

1296 

15.09 

1 1 2.07 

10.06 

8.62 

7-54 

6.04 

24 

15.22 

0.81 

1414 

12.68 

10.14 

8.45 

7-25 

6.34 

5-07 

26 

1 14.05 

0.95 

1532 

10.81 

00 

b^ 

Cn 

7.21 

6.18 

5-40 

4-32 

28 

13.05 

1.09 

1650 

9-32 

7.46 

6;2I 

5-33 

4.66 

3-73 

30 

12.17 

1.25 

1767 

8.11 

6.49 

5-41 

4-63 

4.05 

3-24 

32 

, 11.42 

1.43 

1885 

7.14 

5.71 

4.76 

4.08 

3-57 

2.86 

34 

■ 10.74 

1.62 

2003 

6.32 

5.06 

4.21 

3-61 

3.16 

2-53 

27 


POTTSVILLE  IRON  AND  STEEL  CO., 

STEEL  CHANNELS. 

15"CHANNEL.  SHAPE  No.31.  1 76^  LBS.  PER  YARD. 

Depth,  15".  Width  of  flange,  Thickness  of  web,  ig". 

Safe  load  in  nett  tons  = 

Span  m feet 

Maximum  shear  — 39.74  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 4.33'. 


0 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

.s 

0 

• S 
-S 

0 

‘g 

a 

rS 

0 

0 

^ £ 
2 ^ 

0 

M £ 

0 

^ i 

g 1- 

0 

2 £ 

p 

-^' £ 
<=>  cs 

0^ 
CQ  w 

.1 

^ £ 
^ cd  • 
0 S3 

CQ 

6 

5742 

0.04 

353 

1 

i 

8 

43.06 

0.09 

470 

13.06 

10 

3445 

0.14 

588 

39-37 

34-45 

27.56 

12 

28.71 

0.19 

705 

38.28 

31.90 

27-34 

23-92 

19.14 

14 

24.61 

0.27 

823 

35-i6 

28.13 

23-44 

20.09 

17.58 

14.06 

16 

21-53 

0-35 

940 

26.91 

21-53 

17.94 

15-38 

13.46 

10.76 

18 

19.14 

0.44 

1058 

21.27 

17.02 

14.18 

12.15 

10.63 

8.51 

20 

17.23 

0.56 

1175 

17-23 

13.78 

11.49 

9-85 

8.61 

6.89 

22 

15.66 

0.68 

1293 

14.24 

11-39 

9-49 

8.14 

7.12 

5-70 

24 

14.35 

0.81 

1410 

11.96 

9-57 

7-97 

6.83 

5-98 

4-78 

26 

13-25 

0-95 

1528 

10.19 

8.15 

6.79 

5.82 

5-09 

4.08 

28 

12.30 

1.09 

1645 

8.79 

7-03 

5.86 

5-02 

4-39 

3-52 

30 

11.48 

1.25 

1763 

7-65 

6.12 

5.10 

4.37 

3.82 

3.06 

32 

10.77 

1-43 

1880 

6.73 

5.38 

4-49 

3-85 

3-36 

2.69 

34 

10.13 

1.62 

1998 

5-96 

4-77 

3-97 

3-41 

2.98 

2-38 

POTTSVILLE,  PENNA.,  U.  S.  A, 


STEEL  CHANNELS. 

15"  CHANNEL.  SHAPE  No.31.  1 26^  LBS.  PER  YARD. 

Depth,  15".  Width  of  flange,  3|f'.  Thickness  of  web,  gi". 

274.30 

Safe  load  in  nett  tons  = ^ — 7 . 

Span  in  leet 

Maximum  shear  = 17.67  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  ==  7.76'. 


: Distance  apart,  in  feet,  centre  to  centre  of 

I beams,  for  safe  loads  of 

j g : ; ^ ^ 


1 

- B 
g 

,0 

"o 

^ s 

.=2 

S £ f 
^ ^ 1 

*o  1 
0 1 

^ a 

A 

~ s 

0 

,0 

0 

i 1 

i S' 

0 ^ 1 

§ ^ 
CM  CO 

<M  CO 

& 

cS 

$ 

^ : 

& 

1. 

1 ^ 

s. 

6 

4572 

0.04 

254: 

8 

34-29 

0.09 

338^ 

42.86 

34-29 

10 

27-43 

0.14 

422 

43-89 

36-57 

31-35 

27-43 

21.94 

12 

22.86 

0.19 

506 

38.10 

30.48 

25.40 

21.77 

19-05 

15.24 

14 

19-59 

0.27 

590 

27-99 

22.39 

18.66 

15-99 

13-99 

11.20 

16 

17.14 

0-35 

674 

21-43 

17.14 

14.29 

12.25 

10.71 

8.57 

18 

15-24 

0.44 

758 

16.93 

13-54 

11.29 

9.67 

8.46 

6.77 

20 

13-72 

0.56 

843 

13-72 

40.98 

9-15 

7-84 

6.86 

5-49 

22 

12.47 

0.68 

927 

11-34 

9.07 

' 7-56 

6.48 

5-67 

4-54 

24 

11-43 

0.81 

1010 

9-53 

7.62 

6.35 

5-45 

4.76 

3-81 

26 

1^-55 

0-95 

1094 

8.12 

6.50 

5-41 

4.64 

4.06 

3-25 

28 

9.80 

1.09 

1178 

7.00 

5.60 

4.67 

4.00 

3-50 

2.80 

30 

9.14 

1.25 

1262 

6.09 

4-87 

4.06 

3-48 

3-04 

2-44 

32 

8.57 

1-43 

1347 

5-36 

4.29 

3-57 

3.06 

2.68 

2.14 

34 

8.07 

1.62 

1430 

4-75 

3.80 

3-17 

2.71 

2-37 

29 


POTTSVILLE  IRON  AND  STEEL  CO., 

STEEL  CHANNELS. 

12"  CHANNEL.  SHAPE  No.  32.  1 51  LBS.  PER  YARD. 

Depth,  12".  Width  of  flange,  3^2"-  Thickness  of  web, 

„ ^ . 221.00 

bafe  load  in  nett  tons  = ^ . 

bpan  in  feet 

Maximum  shear  = 40.61  tons. 


Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 2.72'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

36.83 

0.06 

303 

8 

27.63 

O.IO 

404 

39-47 

34-54 

27-63 

10 

22.10 

0.17 

505 

44.20 

35-36 

29.47 

25.26 

22.10 

17-68 

12 

18.42 

0.25 

606 

30.70 

24.56 

20.47 

17-54 

15-35 

12.28 

14 

1579 

0.34 

707 

22.56 

18.05 

15.04 

12.89 

11.28 

9.02 

16 

13.81 

0.44 

808 

17.26 

13.81 

II.51 

9.86 

8.63 

6.90 

18 

12.28 

0.56 

909 

13.64 

1 

10.91 

9.09 

7-79 

6.82 

5-46 

20 

11.05 

0.70 

lOIO 

11-05 

i 

00 

06 

7-37 

6.31 

5-52 

4-42 

22 

10.05 

0.85 

nil 

9.14 

7-31 

6.09 

5.22 

4-57 

3-66 

24 

9.21 

1. 00 

1212 

7.68 

6.14 

5.12 

4-39 

3-84 

3-07 

26 

8.50 

1. 17 

1313 

6.54 

5-23 

4-36 

3-74 

3-27 

2.62 

28 

7.89 

1.36 

1414 

5-64 

4-51 

3-76 

3.22 

2.82 

2.26 

30 

7-37 

1.56 

1515 

4.91 

3-93 

3-27 

2.81 

2.46 

POTTSVILLE,  PENNA.,  U.  S.  A. 


STEEL  CHANNELS. 

12"  CHANNEL.  SHAPE  No.  32.  91  LBS.  PER  YARD. 

Depth,  12".  Width  of  flange,  3".  Thickness  of  web, 

Safe  load  in  nett  tons  = — ^57o° ^ 

Span  m leet 

Maximum  shear  = 13.97  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 5.63'. 


Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

§ 

1 

■ B 

! 

Span,  in  feet. 

a 

OQ 

0 

100  lbs. 
per  square  foe 

125  lbs. 
per  square  foe 

150  lbs. 
per  square  fo( 

175  lbs. 
per  square  fo( 

200  lbs. 
per  square  foe 

250  lbs. 
per  square  foe 

6 

26.22 

0.06 

I8I 

43-70 

34-96 

8 

19.66 

O.IO 

242 

39-32 

32.77 

28.09 

24-57 

19.66 

10 

1573 

1 

0.17 

303 

31.46 

25-17 

20.97 

17.98 

15-73 

12.58 

12 

I3.II 

0.25 

363 

1 

21.85 

17.48 

14-57 

12.49 

10.92 

8.74 

14 

11.24 

0.34 

424 

16.06 

12.85 

10.71 

9.18 

8.03 

6.42 

16 

9-83 

0.44 

00 

12.29 

9-83 

8.19 

7-02 

6.14 

4-92 

18 

8.74 

0.56 

545 

9.71 

7-77 

6.47 

5-55 

4-85 

3-88 

20 

7.87 

0.70 

1 606 

00 

6.30 

5-25 

4-50 

3-93 

3-15 

22 

7-15 

0.85 

' 666 

6.50 

5.20 

4-33 

3-71 

3-25 

2.60 

24 

- 6.55 

1. 00 

727 

546 

4-37 

3-64 

3.12 

2.73 

2.18 

26 

6.05 

1. 17 

788 

4-65 

3-72' 

3.10 

2.66 

2.32 

1.86 

28 

5.62 

1.36 

848 

4.01 

3.21 

2.67 

2.29 

2.00 

30 

5-24 

1.56 

909 

349 

2.79 

2-33 

1-99 

1-74 

I3I 


POTTSVILLE  IRON  AND  STEEL  CO, 


STEEL  CHANNELS. 

12"  CHANNEL.  SHAPE  No.  34.  85^  LBS.  PER  YARD. 

Depth,  12".  Width  of  flange,  2^1".  Thickness  of  web,  y{' . 

Safe  load  in  nett  tons  = . 

Span  in  feet 

Maximum  shear  = 17.34  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 3.82'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  spare  foot. 

125  lbs. 

per  spare  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 
per  square  foot. 

250  lbs. 

per  square  foot. 

6 

22.10 

0.07 

171 

36.83 

29-47 

8 

16.58 

O.IO 

228 

33-i6 

27.63 

23.69 

20.72 

16.58 

10 

13.26 

0.17 

285 

26.52 

21.22 

17.68 

15-15 

13.26 

10.61 

12 

11.05 

0.25 

342 

18.42 

14.74 

12.28 

10-53 

9.21 

7.37 

14 

9-47 

0.34 

399 

13-53 

10.82 

9.02 

7-73 

6.77 

5-41 

16 

8.29 

0.44 

456 

10.36 

8.29 

6.91 

5-92 

5.18 

4-15 

18 

7-37 

0.56 

512 

8.19 

6.55 

5-46 

4.68 

4.09 

3.28 

20 

6.63 

0.70 

569 

6.63 

5-30 

4.42 

3-79 

3-32 

2.65 

22 

6.03 

vn 

00 

d 

626 

5-48 

4-38 

3-65 

3-13 

2.74 

2.19 

24 

5-53 

1. 00 

683 

4.61 

3-69 

3-07 

2.63 

2.31 

1.84 

26 

5.10 

1. 17 

740 

3-92 

3-14 

2.61 

2.24 

1.96 

1-57 

28 

4-74 

1-37 

797 

3-39 

2.71 

2.26 

1-94 

1.65 

1.36 

30 

4.42 

1.56 

854 

2.95 

2.36 

1.97 

1.69 

1.47 

1. 18 

132 


POTTSVILLE,  PENNA.,  U.  S.  A. 


STEEL  CHANNELS. 

12"  CHANNEL.  SHAPE  No.  34.  62%  LBS.  PER  YARD. 

i 

Depth,  12".  Width  of  flange,  2%".  Thickness  of  web,  xV'*  | 


Safe  load  in  nett  tons  = . 

Span  in  teet 

Maximum  shear  = 7.61  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 7.17'. 


1 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

Span,  in  feet. 

a 

0 

CO 

Deflexion,  in  inchei 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

18.20 

0.07 

125 

34.67 

30.33 

22.92 

« 

13-65 

O.IO 

167 

34.13 

27.30 

22.75 

19.50 

17.06 

17.07 

10 

10.92 

0.17 

209 

21.84 

17.47 

14.56 

12.48 

10.92 

8.73 

12 

9.10 

0.25 

251 

15.17 

12.14 

lO.II 

8.67 

7.58 

6.07 

14 

0 

00 

0.34 

292 

II. 14 

8.91 

7.43 

6.37 

5.57 

4.46 

16 

6.83 

0.44 

334 

8.54 

6.83 

5.69 

4.88 

4.27 

3.42 

18 

6.07 

0.56 

376 

6.74 

5-39 

4.49 

3.85 

3.37 

2.69 

20 

5-46 

0.70 

418 

5.46 

4.37 

3.64 

3.12 

2.73 

2.18 

22 

4.96 

0.85 

460 

4.51 

3.61 

3.01 

2.58 

2.25 

1.80 

24 

4.55 

I.OO 

501 

3-79 

3.03 

2.53 

2.17 

1.89 

I.51 

26 

4.20 

I.I7 

543 

3.23 

2.58 

2.15 

1.85 

1.66 

1.29 

28 

3-90 

1-37 

585 

2.79 

2.23 

1.86 

1.59 

1.39 

I.I2 

30 

3-64 

1.56 

627 

2-43 

1.94 

1.62 

1.39 

1. 21 

0.97 

133 


POTTSVILLE  IRON  AND  STEEL  CO., 

STEEL  CHANNELS. 

10"  CHANNEL.  SHAPE  No.  35.  1 293^  LBS.  PER  YARD. 

Depth,  lo".  Width  of  flange,  3}^".  Thickness  of  web,  i jV'. 

r-  r-  , , ■ 145.60 

bate  load  in  nett  tons  = ^ . 

bpan  in  feet 

Maximum  shear  = 40.25  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 1.81'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

24.27 

0.05 

260 

40.45 

32.36 

8 

18.20 

O.II 

347 

36.40 

30.33 

26.00 

27-75 

18.20 

10 

14.56 

0.19 

434 

29,12 

23-30 

19.41 

16.64 

14.56 

11.65 

12 

12.13 

0.28 

520 

20.22 

16.18 

13.48 

11-55 

lO.II 

8.09 

14 

10.40 

0-39 

607 

14.86 

11.89 

9.91 

8.49 

7-43 

5-95 

16 

9.10 

0.52 

694 

11.38 

9.10 

7-59 

6.50 

5-69 

4-55 

18 

8.09 

0.65 

781 

8.99 

7.19 

5-99 

5-14 

4.49 

! 3-55 

20 

7.28 

0.80 

867 

7.28 

5.82 

4-85 

4.16 

3-64 

2.91 

22 

6.62 

0,98 

954 

5-65 

4-52 

3-77 

3-23 

2.83 

2.26 

24 

6.07 

1. 19 

1041 

5.06 

4-05 

3-37 

2,89 

2.53 

2.03 

26 

5.60 

1.40 

1128 

4-31 

3-45 

2.87 

2.46 

2.16 

1-73 

28 

5.20 

1.61 

1214 

3-71 

2.97 

2.47 

2.12 

1.86 

1-49 

30 

4.85 

1.84 

1301 

3-23 

2.58 

2.15 

1.85 

1.62 

1.29 

134 


POTTSVILLE,  PENNA.,  U.S.A. 

STEEL  CHANNELS. 

10"  CHANNEL.  SHAPE  No.  35.  60%  LBS.  PER  YARD. 

Depth,  lo".  Width  of  flange,  2||".  Thickness  of  web, 

85.30 

Safe  load  in  nett  tons  = -7^ ; — . 

Span  m leet 

^Maximum  shear  = 10.12  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 4.21'. 


§ 

- 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

Span,  in  feet. 

1 

CO 

Deflexion,  in  inches 

Weight  of  beam. 

100  lbs. 

per  square  fcot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

14.21 

0.05 

I2I 

47*37 

37*90 

31*58 

27.07 

23.69 

18.95 

8 

10.66 

O.II 

162 

26.65* 

i 

21.32 

,17*77 

15*23 

1 

1 

13*32 

40.66 

10 

8.53 

0.19 

202 

17.06 

! 

13*65 

11*37 

9*75 

8.53 

6.83 

12 

7. II 

0.28 

243 

41.85 

9*48 

7.90 

6.77 

5*93 

4*74 

14 

6.09 

0-39 

283 

8.70 

6.96 

5*80 

4*97 

4*35 

3*48 

16 

5-33 

0.52 

324 

6.66 

5*33 

4*44 

3-8i 

3*33 

2.67 

18 

4-74 

0.65 

364 

5*27 

4.22 

3*51 

3... 

2.64 

2. II 

20 

4.26 

0.80 

404 

4.26 

3*41 

2.84 

2.44 

2.13 

1.71 

22 

3-88 

0.98 

445 

3*53 

2.82 

2*35 

j 2.02 

1*77 

1. 41 

24 

3-55 

1. 19 

485 

2.96 

2.37 

1*97 

1*69 

1.48 

1. 19 

26 

3.28 

1.40 

526 

2.52 

2.02 

1.68 

1*44 

1.26 

I.OI 

28 

3-05 

1.61 

566 

2.18 

1*74 

1*45 

1.25 

1.09 

30 

2.84 

1.84 

607 

1.89 

1*51 

1.26 

1.08 

135 


8 


POTTSVILLE  IRON  AND  STEEL  CO., 


STEEL  CHANNELS. 

10"  CHANNEL.  SHAPE  No.  36.  62%  LBS.  PER  YARD. 

Depth,  lo".  Width  of  flange,  2%".  Thickness  of  web,  /g". 

r-  1 - 83.20 

bale  load  m nett  tons  = ^ . 

bpan  m teet 

Maximum  shear  = 13.05  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 3.18'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

M 

bo 

0.05 

125 

46.23 

36.98 

30.82 

26.42 

23.11 

18.49 

8 

10.40 

O.II 

167 

26.00 

0 

00 

d 

! 

1I7-33 

14.86 

13.00 

10.40 

10 

8.32 

0.19 

209 

16.64 

13-31 

1 

,11-09 

9-51 

8.32 

6.66 

12 

6.93 

0.28 

251 

11-55 

9-24 

7.70 

6.60 

5-77 

4.62 

14 

5-94 

0-39 

292 

8.49 

6.79 

5.66 

4-85 

4.24 

3-40 

i6 

5.20 

0.52 

334 

6.50 

5.20 

4-33 

3-71 

3-25 

2.60 

18 

4.62 

0.65 

376 

5-13 

4.10 

3-42 

2.93 

2.56 

2.05 

20 

4.16 

0.80 

418 

4.16 

3-33 

2.77 

2.38 

2.08 

22 

00 

0.98 

460 

3-44 

2.75 

2.29 

1-97 

24 

3-47 

1. 19 

501 

2.89 

2.31 

1-93 

26 

3.20 

1.40 

543 

2.46 

1-97 

28 

2.97 

1.61 

585 

2.12 

30 

2.77 

1.84 

627 

1.85 

1 

136 


POTTSVILLE,  PENNA.,  U.  S.  A. 

STEEL  CHANNELS. 

10"CHANNEL.  SHAPE  No.  36.  48^^  LBS.  PER  YARD. 

Depth,  lo".  Width  of  flange,  234''.  Thickness  of  web,  -^V^. 

„ _ 67.60 

Safe  load  in  nett  tons  = ^ — p . 

Span  in  teet 

Maximum  shear  = 7.46  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
"shear  = 4.52'. 


1 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

Span,  in  feet. 

ctS 

0 

CO 

1 

Deflexion,  in  inchei 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

1 per  square  foot. 

6 

11.27 

0.05 

97 

37-57 

30.06 

25-05 

21.47 

00 

06 

15-03 

8 

845 

O.II 

129 

21.13 

16.90 

14.09 

12.07 

10.57 

8.45 

10 

6.76 

0.19 

162 

13-52 

10.82 

9.01 

7-73 

6.76 

5-41 

12 

5-63 

0.28 

194 

9-38 

7-50 

6.25 

5-36 

4.69 

3-75 

14 

4-83 

0-39 

226 

6.90 

5-52 

4.60 

3-94 

3-45 

2.76 

16 

4-23 

0.52 

259 

5-29 

4-23 

3-53 

3.02 

2.64 

2.12 

18 

3-76 

0.65 

291 

4.18 

3-34 

2.79 

2.39 

2.09 

1.67 

20 

3.38 

0.80 

323 

3-38 

2.70 

2.25 

1-93 

1.69 

1-35 

22 

3-07 

0.98 

356 

2-79 

2.23 

1.86 

1-59 

1-39 

1. 12 

24 

2.82 

1. 19 

388 

2-35 

1.88 

1.56 

1-34 

1. 18 

0.94 

26 

28 

30 

2.60 

2.41 

2.25 

1.40 
1. 61 
1.84 

420 

453 

485 

2.00 

1.72 

1.50 

1.60 

1.38 

1.20 

1-33 

1-15 

1. 00 

1. 14 

0.98 

1. 00 

137 


POTTSVILLE  IRON  AND  STEEL  CO. 


STEEL  CHANNELS. 

9"  CHANNEL.  SHAPE  No.  37.  52^  LBS.  PER  YARD. 

Depth,  g".  Width  of  flange,  2]/^".  Thickness  of  web, 

Safe  load  in  nett  tons  = -p; — 68^90 

Span  m feet 

Maximum  shear  = 8.50  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 4.05'. 


1 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

Span,  in  feet. 

§ 

•S 

1 

c£ 

CO 

Deflexion,  in  inchei 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  fcot. 

250  lbs. 

per  square  foot. 

6 

11.48 

0.04 

105 

38.27 

30.62 

25-51 

21.87 

19-13 

15-31 

8 

8.61 

0.13 

140 

21-53 

17.22 

14-35 

12.30 

10.76 

8.61 

10 

6.89 

0.23 

175 

13-78 

11.02 

9.19 

7-87 

6.89 

5-51 

12 

5-74 

0.34 

210 

9-57 

7.66 

6.38 

5-47 

00 

4 

3-83 

14 

4.92 

0.46 

245 

7-03 

5.62 

4.69 

4.02 

3-51 

2.81 

16 

4.31 

0.60 

280 

5-39 

4-31 

3-59 

3.08 

2.69 

2.16 

18 

3-83 

0.75 

315 

4.26 

3-41 

2.84 

2-43 

2.13 

20 

345 

0.92 

350 

3-45 

2.76 

2.30 

1-97 

22 

3-13 

1. 12 

385 

2.85 

2.28 

1.90 

24 

2.87 

1-34 

420 

2-39 

I.9I 

26 

2.65 

1.56 

455 

2.04 

28 

2.46 

1.82 

490 

1.76 

30 

2.30 

2.08 

525 

1-53 

POTTSVILLE,  PENNA.,  U.  S.  A. 

+ * ! 

STEEL  CHANNELS.  j 

9"  CHANNEL.  SHAPE  No.  38.  37K  LBS.  PER  YARD.  I 

Depth,  9".  Width  of  flange,  2xV'-  Thickness  of  web, 

48.10 

Safe  load  in  nett  tons  = ^ p . 

Span  in  feet 

Maximum  shear  = 4.91  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 4.89'. 


0 

Distance  apart,  in  feet,  centre  to  centre  of  I 

beams,  for  safe  loads  of  ‘ 

Span,  in  feet. 

0 

Deflexion,  in  inchei 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

8.02 

0.04 

75 

26.73 

21.38 

17.82 

15-27 

13-36 

10.69  1 

8 

6.01 

0.13 

100 

15-03 

12.02 

10.02 

8.59 

7-51 

6.01 

10 

4.81 

0.23 

125 

9.62 

7.70 

6.41 

5-50 

4.81 

3-85 

12 

4.01 

0.34 

150 

6.68 

5-34 

4-45 

3.82 

3-34 

2.67 

14 

3-44 

0.46 

175 

4.91 

3-93 

3-27 

2.81 

2.45 

1.96 

16 

3.01 

0.60 

200 

3-76 

3.01 

2.51 

2.15 

1.88 

18 

2.67 

0.75 

225 

2.97 

2.38 

1.98 

20 

2.41 

0.92 

250 

2.41 

1-93 

22 

24 

2.19 

2.00 

1. 12 
1-34 

275 

300 

1.99 

! 

26 

28 

1.85 

1.72 

1.56 

1.82 

325 

350 

Span  limit  for  tabular  safe 
load  ==  5.40'. 

30 

1.60 

2.08 

375 

t 

139 


POTTSVILLE  IRON  AND  STEEL  CO., 

STEEL  CHANNELS. 

8"  CHANNEL.  SHAPE  No.  39.  WA  LBS.  PER  YARD. 

Depth,  8".  Width  of  flange,  2^^".  Thickness  of  web,  /g". 

o /-  1 1 • 45-8o 

bate  load  in  nett  tons  = -p; ; — ^ — . 

bpan  m teet 

Maximum  shear  = 6.97  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 3.29'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

7.64 

0.07 

81 

2547 

20.38 

16.98 

14-55 

12.74 

10.19 

8 

5-73 

0.14 

108 

14-33 

11.46 

9-55 

8.19 

7.17 

5-73 

10 

4-58 

0.26 

135 

9.16 

7-33 

6.11 

5-23 

4-58 

3-67 

12 

3.82 

0-39 

162 

6.37 

5.10 

4-25 

3-64 

3-19 

2-55 

14 

3-27 

0,52 

189 

4.67 

3-74 

3-II 

2.67 

2.34 

1.87 

16 

2.86 

0.65 

216 

3-58 

2.86 

2-39 

2.05 

1-79 

1-43 

18 

2.55 

0.86 

243 

2.83 

2.26 

1.89 

1.62 

1.42 

1-13 

20 

2.29 

1.04 

270 

2.29 

1.83 

1-53 

1-31 

1-15 

0.92 

140 


POTTSVILLE,  PENNA.,  U.  S.  A. 


STEEL  CHANNELS.  • 

8"  CHANNEL.  SHAPE  No.  40.  30K  LBS.  PER  YARD. 

Depth,  8".  Width  of  flange,  2^^".  Thickness  of  web, 

33.20 

Safe  load  in  nett  tons  = ^ — 7 . 

Span  in  leet 

Maximum  shear  = 4.78  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 3.49'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches.  | 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 
per  square  foot. 

250  lbs. 

per  square  foot. 

6 

8 

10 

12 

5-53 

4.14 

3-31 

2.76 

0.07 

0.14 

0.26 

0-39 

61 

81 

lOI 

I2I 

18.43 

10.35 

6.62 

4.60 

14.74 

8.28 

5-30 

3.68 

12.29 

6.90 

4.41 

3-07 

10.53 

5-91 

3-78 

2.63 

9.22 

5.18 

3-31 

2.30 

7.37 

4.14 

2.65 

1.84 

14 

2.37 

0.52 

142 

3-39 

2.71 

2,26 

1.94 

1.69 

1.36 

16 

2.07 

0.65 

162 

2-59 

2.07 

1-73 

1.48 

1.30 

1.04 

18 

i 

1.84 

0.86 

182 

2.04 

1.63 

1.36 

1. 17 

1.02 

20 

1.66 

1.04 

202 

1.66 

1-33 

I. II 

0.95 

Span  limit  for  tabular  safe  load  = 5.10'. 


POTTSVILLE  IRON  AND  STEEL  CO., 

STEEL  CHANNELS. 

7"CHANNEL.  SHAPE  No.  41.  353^  LBS.  PER  YARD. 

Depth,  7".  Width  of  flange,  2\^'.  Thickness  of  web,  xV'- 

Safe  load  in  nett  tons  = -p; — . 

Span  in  teet 

Maximum  shear  = 6.53  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 2.69'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

5-85 

0.06 

71 

19.50 

15.60 

13.00 

II. 14 

9-75 

7.80 

8 

4-39 

0.17 

95 

10.98 

8.78 

7-32 

6.27 

549 

4-39 

10 

3-51 

0.30 

118 

7.02 

5.61 

4.68 

4.01 

3-51 

2.81 

12 

2-93 

0.44 

142 

4.88 

3-90 

3-25 

2.79 

2.44 

1-95 

14 

2.51 

0.64 

166 

3-59 

2.87 

2.39 

2.05 

1.79 

16 

2.19 

0.78 

189 

2.74 

2.19 

1.83 

18 

1-95 

0.99 

213 

2.17 

1.74 

Span  limit 

20 

1.76 

1.22 

237 

1.76 

for  tabular  safe  load 

= 5-70'. 

142 


POTTSVILLE,  PENNA.,  U.  S.  A. 


STEEL  CHANNELS. 

7"  CHANNEL.  SHAPE  No.  42.  25^  LBS.  PER  YARD. 

Depth,  7",  Width  of  flange,  2".  Thickness  of  web, 

^ ^ . 26.00 

Safe  load  m nett  tons  = -7^ ^ — 7 . 

Span  in  leet 

Maximum  shear  = 3.66  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 3.55'. 


Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

4-33 

0.06 

•S, 

1443 

11-54 

9.62 

8.25 

7.21 

5-77 

8 

3-25 

0.17 

67 

8.13 

6.50 

5-42 

4-65 

4.06 

3-25 

10 

2.60 

0.30 

84 

5.20 

4.16 

3-47 

2.97 

2.60 

2.08 

12 

2.17 

0.44 

lOI 

3.62 

2.90 

2.41 

2.07 

I.81 

1-45 

14 

1.86 

0.64 

II8 

2.66 

2.13 

1.77 

1-52 

1-33 

16 

1.63 

0.78 

134 

2.04 

1.63 

1.36 

1. 17 

18 

1.44 

0.99 

152 

1.60 

1.28 

Span 

limit 

20 

1.30 

1.22 

168 

1.30 

for  tabular  safe  load 

= 5-10'- 

143 


POTTSVILLE  IRON  AND  STEEL  CO., 


STEEL  CHANNELS. 

6"  CHANNEL.  SHAPE  No.  43.  30}^  LBS.  PER  YARD. 

Depth,  6".  Width  of  flange,  2".  Thickness  of  web, 

^ ^ . 28.20 

Safe  load  in  nett  tons  = ^ . 

Span  m leet 

Maximum  shear  = 4.40  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 3.20'. 


Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

Span,  in  feet. 

i 

Deflexion,  in  inchei 

Weight  of  beam. 

100  lbs. 

per  square  foot. 

125  lbs., 
per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

4.70 

0.07 

61 

15-67 

12.54 

10.45 

8.95 

7.84 

6.27 

8 

3-52 

0,20 

81 

8.80 

7.04 

5.87 

5-03 

4.40 

3-52 

10 

2.81 

0-34 

lOI 

5.62 

4-50 

3-75 

3.21 

2.81 

2.25 

12 

2-35 

0.49 

I2I 

3-92 

3-14 

2.61 

2,24 

1.96 

1-57 

14 

2,01 

0.75 

142 

2.87 

2.30 

1.91 

1.64 

1.44 

1.65 

16 

1.76 

0.91 

162 

2.20 

1.76 

1.47 

1.26 

I.IO 

18 

1-57 

113 

182 

1.74 

1-39 

1. 16 

0.99 

20 

1.41 

1.40 

202 

1. 41 

I-I3 

0.94 

Span  limit 
for  tabular  safe 
load  = 5.10'. 

144 


POTTSVILLE,  PENNA.,  U.  S.  A. 


STEEL  CHANNELS. 

6"  CHANNEL  SHAPE  No.  44.  22%  LBS.  PER  YARD. 

Depth,  6".  Width  of  flange,  i^^".  Thickness  of  web,  jV'* 

20. 8o 

Safe  load  m nett  tons  = -7^ ^ — 7 . 

Span  m feet 

Maximum  shear  = 2.66  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 3.91'. 


I Span,  in  feet. 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

i 

Weight  of  beam.  j 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 
per  square  foot. 

250  lbs. 

per  square  foot. 

6 

3-47 

0.07 

i 

45  ' 

11-57 

9.26 

7.71 

6.6i 

5.78 

4-63 

8 

2.60 

0.20 

60 

! 

6.50 

5.20 

4-33 

3-71 

3-25 

2.60 

10 

2.08 

0.34 

76 

4.16 

3-33 

2.77 

2.38 

2.08 

1.66 

12 

1-73 

0.49 

91 

2.88 

2.30 

1.92 

1.65 

1.44 

I-I5 

14 

1.49 

0.75 

106 

2.13 

1.70 

1.42 

1.22 

1.06 

16 

1.30 

1 0.91 

I2I 

1.63 

1.30 

j 1-09 

18 

1. 16 

I-I3 

136 

1.29 

1.03 

Span  limit 

20 

1.04 

1.40 

152 

1.04 

[ 

for  tabular  safe 

load 

i 

1 

= 4 

.20'. 

145 


POTTSVILLE  IRON  AND  STEEL  CO., 

STEEL  CHANNELS. 

5"  CHANNEL  SHAPE  No.  45.  LBS.  PER  YARD. 

Depth,  5".  Width  of  flange,  Thickness  of  web,  . 

Safe  load  in  nett  tons  = . 

Span  m feet 

Maximum  shear  = 3.96  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 2.46'. 


Span,  in  feet. 

1 

Safe  load,  in  nett  tons. 

Deflexion,  in  inches. 

Weight  of  beam. 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

100  lbs. 

per  square  foot. 

' 125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  lbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

3-25 

0.14 

52 

10.83 

8.66 

7.22 

6.19 

541 

4.33 

8 

2.44 

0.27 

70 

6.10 

4.88 

4.07 

349 

3-05 

2.44 

10 

1-95 

043 

88 

3-90 

3.12 

2.60 

2.23 

1-95 

1.56 

12 

1.63 

0.62 

104 

2.72 

2.18 

I.81 

1-55 

1.36 

1.09 

14 

1-39 

0.78 

123 

1.99 

1-59 

1-33 

1. 14 

16 

1.22 

1.04 

140 

1-53 

1.22 

1.02 

18 

1.08 

1.30 

158 

1.20 

0.96 

Span 

limit 

20 

0.98 

1.69 

176 

0.98 

for  tabular  safe  load 

= 4.80'. 

146 


POTTSVILLE,  PENNA.,  U.  S.  A. 


STEEL  CHANNELS. 

5"  CHANNEL.  SHAPE  No.  46.  17J4  LBS.  PER  YARD. 

Depth,  5".  Width  of  flange,  i%".  Thickness  of  web,  xV'- 

r , 1 • 13  00 

baie  load  in  nett  tons  = > — • 

bpan  m leet 

Maximum  shear  = 2.54  tons. 

Span  limit  for  uniformly  distributed  load  of  twice  the  maximum 
shear  = 2.56'. 


Span,  in  feet. 

J 

1 

Distance  apart,  in  feet,  centre  to  centre  of 
beams,  for  safe  loads  of 

Deflexion,  in  inche 

Weight  of  beam. 

ICO  lbs. 

per  square  foot. 

125  lbs. 

per  square  foot. 

150  lbs. 

per  square  foot. 

175  tbs. 

per  square  foot. 

200  lbs. 

per  square  foot. 

250  lbs. 

per  square  foot. 

6 

2.17 

0.14 

34 

7-23 

5.78 

4.82 

i 

4-13 

3.61 

2.89 

8 

1.62 

1 

1 

0.27 

46 

i 

i 

4-05 

3-24 

2.70 

2.31 

2.02 

1.62 

1 

10 

1.30 

0-43 

59 

1 

2.60 

2.08 

j 

^ 1-73 

1 

1 

' 149 

i 

1.30 

1.04 

12 

1.08 

0.62 

1 

71  . 

1.80 

1.44 

1 

1.20 

1 

1.03 

0.90 

0.72 

14 

0.93 

0.78 

00 

1-33 

1.06 

0.89 

0.76 

0.67 

16 

0.81 

1.04 

95  ‘ 

I.OI 

0.81 

0 

C^ 

''I 

p 

00 

18 

0.72 

1.30 

107 

0.80 

0.64 

0-53 

Span  limit 

20 

0.65 

1.69 

120 

0.65 

0.52 

for  tabular  safe 

load  = 4.4c/. 

147 


POTTSVILLE  IRON  AND  STEEL  CO., 

ON  DETERMINING  THE  CAPACITY,  ETC., 

OE  BEAMS  AND  CHANNELS. 

Let  S 

= area  of  section. 

1 

= length  of  span. 

w 

= load  per  linear  unit  of  beam. 

W 

= total  load  uniformly  distributed. 

Mo 

= maximum  bending  moment  of  external  forces. 

h 

= height  of  shape. 

y 

= distance  from  neutral  axis  to  that  edge  of  shape 

which  first  ruptures,  and  which  in  symmet- 
rical sections  is  one-half  the  height. 

f 

= extreme  fibre  stress  (generally  taken  in  tons 

per  square  inch)  on  that  side  of  the  neutral 
axis  which  first  ruptures. 

I 

= maximum  moment  of  inertia  of  section. 

J 

= minimum  moment  of  inertia  of  section. 

= maximum  radius  of  gyration, 

= minimum  radius  of  gyration, 

c 

— coefficient  for  one  foot  span. 

8 1 

For  iron  shapes  = = 4 R. 

For  steel  shapes  = ^ = 5.2  R. 

R 

= modulus  of  section  = = for  a symmetrical 

shape  = -j— . 

A 

= maximum  deflexion  (generally  given  in  inches). 

148 


V 

POTTSVILLE,  PENfgA.,  U.S.  A. 


Let  Fq  = the  maximum  shear  permissible. 


For  iron  shapes,  F^ 


3,00  tons 


rV 


For  steel  shapes,  F^  = 


' 3000 

4.00  tons 


1 + 


r-fT 

3000 


q = a factor  dependent  upon  form  of  section,  and 
is  the  ratio 


I 


m'  h''^  S h y s h y 


since  — = square  of  radius  of  gyration. 


If  the  shape  is  symmetrical,  y = — , or  m'  = - ; 

2 2 

then 


2 I 
Ti^ 


li^ 


In  the  above,  I denotes  simply  a moment  of 
inertia.  If  the  least  moment  of  inertia  be 
in  question,  the  above  relations  are  also  ap- 
plicable, replacing  I by  J,  and  r by  rj,  and 
h and  y being  taken  in  the  direction  of  the 
least  moment  of  inertia. 

E = coefficient  of  elasticity,  which  for 

iron  shapes  = 13,000  tons  per  square  inch, 
steel  shapes  ==  14,500  tons  per  square  inch. 

5 WF 

A = ~ET  supported  at  both  ends, 

and  uniformly  loaded  over  its  entire  length. 


149 


1 


POTTSVILLE  IRON  AND  STEEL  CO., 


WP 

Let  = 8~E^  beam  fixed  at  one  end,  and  uniformly 
loaded  over  its  entire  length. 

P P 


A 


A 


A 


A 


48  E I beam  supported  at  both  ends,  and 
having  a concentrated  load,  P,  at  the  centre. 
P P 


3EI 
the  other. 


for  beam  fixed  at  one  end,  and  loaded  at 


P 13 


for  beam  fixed  at  both  ends,  and 


192  E I 

having  a concentrated  load,  P,  at  the  centre. 
W 13 


for  beam  fixed  at  both  ends,  and 


307  E I 

uniformly  loaded  over  its  entire  length. 

The  relation  between  the  external  and  molecular  forces 
of  a beam  subjected  to  transverse  loading  is  expressed  by 

° y 

the  second  member  of  which  is  called  the  moment  of  resist- 


(I) 


When  the  beam  is  supported  at  its  ends,  and  uniformly 
loaded  over  its  entire  length,  the  maximum  moment  due  to 
external  forces  is  at  the  centre  of  the  beam,  and  is  given  by 
W1 

the  expression,  The  moment  of  resistance  of 

the  beam  should  at  least  equal  this,  and  for  beams  of  sym- 
metrical sections,  in  which  y is  equal  to  one-half  the  height, 
the  general  expression  (i)  becomes 


W1 


2f  I 


from  which  we  get 


W 


h 

16  f I 
1 h 


(2) 

(3) 


150 


POTTSVILLE,  PENNA.,  U.S.A 


If,  as  is  usually  the  case,  we  take  the  length  of  beam  in 
feet  and  the  height  in  inches,  then  equation  (3)  becomes 


W = 


^n: 

3 1'  h' 


(4) 


in  which  1'  denotes  the  span  of  beam  in  feet,  and  h"  the 
height  in  inches. 

In  beams  of  iron  we  take  as  the  safe  working  extreme 
fibre  stress  f,  6.0  tons  per  square  inch,  this  being  two-sevenths 
(I)  of  the  modulus  of  rupture. 

In  beams  of  steel  we  take  as  the  safe  working  extreme 
fibre  stress  f,  7.8  tons  per  square  inch,  which  is  likewise 
two-sevenths  (|-)  of  the  modulus  of  rupture  of  steel  beams. 

Then,  for  iron  beams,  we  get  from  (4),  by  making  f = 6.0 
tons. 


(5) 


and  for  steel  beams  we  get,  by  making  f = 7.8  tons, 


W 


10.4  I 
1'  h" 


(6) 


in  both  of  which  expressions  W is  the  safe  load,  in  nett  tons, 
uniformly  distributed. 

If  we  consider  the  span  1'  to  l^e  one  foot,  then  we  have 
what  has  been  called  the  coefficient  for  one  foot  of  span, — i.e.. 


For  iron  beams. 

(7) 

For  steel  beams. 

P 10.4  I 

h" 

(8) 

Now,  on  page  148,  we  have  called  — the  77ioduliis  of  the 

y 

section,  and  denoted  it  by  the  letter  R, 

As  in  symmetrical  sections  y = ^ h",  the  77todnlus  for 

2 

such  sections  is 


R 


2 I 


(9) 


5 


POTTSVILLE  IRON  AND  STEEL  CO., 


Whence  the  safe  load  could  be  written, 


For  iron  beams, 

W = t5 

(10) 

For  steel  beams. 

(II) 

and  the  coefficients  for 

one  foot  span 

could  be  written. 

For  iron  beams. 

II 

u 

(12) 

For  steel  beams. 

C = 5.2R 

(13) 

From  the  foregoing  expressions  many  useful  relations  can 
be  obtained. 


I.  Given  the  load  in  nett  tons,  W,  on  a beam;  1,  the  span 
in  feet ; h,  the  height  in  inches ; I,  the  moment  of  inertia 
of  the  beam.  Required  the  extreme  fibre  stress  f ? 

f = Awi'*^  (14) 

4 ^ 


II.  Given  the  load  in  nett  tons,  W,  on  a beam ; 1',  the  span 
in  feet ; f,  the  extreme  fibre  stress.  Required  the  modulus 
of  the  section  ? 


f Wb 

2 f 


(15) 


III.  Given  the  load  in  rjett  tons,  W,  on  a beam ; f,  the 
extreme  fibre  stress;  h",  the  height  of  the  beam,  and  I its 
moment  of  inertia;  or  R,  the  modulus  of  the  section.  Re- 
quired the  span  for  which  the  beam  will  safely  carry  the 
assumed  load,  W ? 


\ = ^ 


L _L 

W P' 


f 

w 


2 I 


IV,  Given  the  span  V in  feet ; the  extreme  fibre  stress,  f ; 
the  height,  h"  of  the  beam,  and  I,  its  moment  of  inertia; 
or  R,  the  modulus  of  the  section.  Required  the  load  which  | 
the  beam  will  carry  ? 


52 


POTTSVILLE,  PENNA.,  U.S.  A. 


4 f I _ 2 f 2 I 
3 I'h"  ~ 3 1'!^ 


2 f ^ 

— -i7  R 

3 1' 


(I?) 


Examples  on  the  use  of  the  foregoing  expressions  : 

Example  I.  Given  a 12"  I beam  of  iron,  125  pounds  per 
yard,  whose  span  centre  to  centre  of  end  bearings  is  10 
feet,  carrying  a load  of  15  tons,  uniformly  distributed  over 
its  length.  Required  the  extreme  fibre  stress,  f ? 

Here 

W=  15.0  tons;  r = 10.0  feet;  h = 12" 

and  referring  to  the  table  “On  the  Properties  of  I Beams,” 
page  159,  we  find  for  a 12"  I beam,  125  pounds  per  yard, 
the  moment  of  inertia  I to  be  279. 

Making  these  substitutions  in  expression  (14),  we  get 


f=  vX  ^5-oX  loX 

4 


= 4.84  tons  per  square  inch. 


Example  II.  Given  a load  of  9.75  tons,  uniformly  dis- 
tributed on  a span  whose  length  centre  to  centre  of  end 
bearings  is  12.0  feet,  and  having  a height  limiting  us  to  the 
use  of  a lOj"  I beam.  Required  the  moment  of  inertia  of 
the  necessary  loj"  I beam,  assuming  the  extreme  fibre  stress 
to  be  6.0  tons  ? 

Here  we  have 


W = 9.75  tons ; V = 12.0  feet;  h = loj" ; f = 6.0 


Making  these  substitutions  in  expression  (15),  we  get 

P 2 I _ 3 ^,9-7S  X 12.0 
~ loi"  ~ 2 ^ 6.0 


I 

5^ 


= 29.25 


i.e.,  R = 29.25 

I =29.25  X 5-25  = 153-56 

Referring  to  the  table  “ On  the  Properties  of  I Beams,” 
we  find  that  a loj"  I beam  of  iro7t,  90  pounds  per  yard, 


153 


POTTSVILLE  IRON  AND  STEEL  CO.,  ] 

shape  No.  lo,  has  a value  of  R = 29.0,  and  a moment  of 
inertia  = 151.  Hence  this  shape  meets  the  requirements. 

Example  III.  Given  a 12"  I beam  of  iron,  125  pounds  , 
per  yard,  whose  moment  of  inertia  is,  as  per  table  “ On  the  | 
Properties  of  I Beams,”  279.0;  or  whose  modulus  R is  i 
46.25;  also,  given  the  load  to  be  carried  is  9.25  tons,  and  j 
the  extreme  fibre  stress  to  be  limited  to  6.0  tons.  Required  | 
the  span  centre  to  centre  of  end  bearings,  for  which  this  i 
beam  could  be  used  ? j 

We  have,  then, 

h"=i2";  1 = 279.0;  R = 46.25;  W = 9.25  tons;  ' 

f = 6.0  tons  per  square  inch.  . 

Substituting  these  values  in  expression  (16),  we  get  ' 

,,  4 6.0  279.0 

l'  = — X X - = 20.00  feet ; 1 

3 ^ 9.25  ^ 12 

or,  using  the  modulus  R instead  of  the  moment  of  inertia  I,  ; 
we  get  from  (16) 

l'  = — X -----  X 46.25  = 20.00  feet. 

3 ^ 9.25 

Thus,  20.0  feet  is  the  limiting  span  of  this  beam,  for  the 
assumed  load  and  fibre  stress. 

Example  IV.  Suppose  we  have  a span  of  15  feet,  and  ! 
that  we  wish  to  use  a 15"  I beam  of  wrought  iron,  150 
pounds  per  yard.  Required  the  safe  load  which  we  can  put 
on  this  beam,  when  the  fibre  stress  is  limited  to  5.0  tons  per 
square  inch  ? 

We  have  given,  in  the  table  “On  the  Properties  of  I 
Beams,”  R = 70.50,  We  also  have  given  l'=i5.o,  and 
f = 5.0  tons.  Inserting  these  values  in  expression  (17),  w'e 
get 

W = ^ X 1^5  0 ^ 

that  is,  our  safe  load  is  15.66  tons,  uniformly  distributed 
over  length  of  beam. 

154 

POTTSVILLE,  PENNA.,  U.S.A. 


ON  THE 

PROPERTIES  OF  I BEAMS  CHANNELS 

OF  IRON  AND  STEEL, 

MANUFACTURED 
BY  THE 

POTTSVILLE  IRON  AND  STEEL  CO. 


The  tables  “On  the  Properties  of  I Beams  and  Channels” 
are  calculated  for  the  minimum  and  maximum  weight  to 
which  these  shapes  are  rolled. 

The  plates  illustrate  how  the  increase  of  weight  is  effected, 
which  is  simply  by  increasing  the  distance  apart  of  the  rolls  ; 
consequently,  the  increase  in  width  in  flanges  is  the  same  as 
increase  in  thickness  of  web. 

I beams,  channels,  and  angle  irons  may  be  rolled  to  any 
weight  intermediate  between  the  minimum  and  maximum 
weights  as  given.  T iron  can  be  rolled  to  but  one  weight. 

Columns  Nos.  lo  and  1 1 in  the  tables  for  I beams  and  chan- 
nels, pages  159,  160,  give  coefficients,  by  means  of  which 
the  safe  uniformly  distributed  load  for  any  I beam  or  channel 
on  the  list  can  at  once  be  obtained,  when  we  know  the  span. 

We  have  only  to  divide  the  coefficient  by  the  span  in  feet, 
when  the  result  is  the  safe  load  in  nett  tons,  uniformly 
distributed,  that  the  I beam  or  channel  will  carry. 

The  fibre  stresses  upon  which  these  coefficients  are  based 
are  for  iron  shapes,  6.0  tons  per  square  inch  ; for  steel  shapes, 
7.8  tons  per  square  inch. 

Should  any  case  arise  in  which  a lower  fibre  stress  is 
desirable,  the  coefficient  is  simply  reduced  in  the  same  pro- 
portion. For  example  : the  coefficient  for  a fibre  stress  of 
6.0  tons  per  square  inch  on  a 12"  I beam  of  iron,  125  pounds 
per  yard,  is  given  by  the  table  as  185.  Should  we  wish  the 
fibre  stress  to  be  but  4.0  tons,  this  being  two-thirds  of  6.0 
tons,  the  coefficient  is  reduced  in  same  proportion, — viz.,  to 

185  = 123.33. 


55 


POTTSVILLE  IRON  AND  STEEL  CO., 

The  resistance  to  bending  of  a beam  of  any  kind  is 
proportional  to  the  modulus  of  the  section  of  the  beam. 

If  two  beams  of  different  forms  be  subjected  to  the  same 
loading,  that  one  will  be  the  more  economical  which,  with 
a given  value  of  the  7?iodulus  of  section,  has  the  smaller 
sectional  area,  S.  In  other  words,  the  greater  the  ratio 


R 


the  more  economical  the  beam. 


For  example  : looking 


in  the  tables  on  pages  159,  160,  we  find  that  a 6"  I beam 
of  5.0  square  inches  sectional  area  has  a modulus  of  9,00, 
and  also  that  an  8"  channel  of  4.00  square  inches  sectional 
area  has  a modulus  of  9.00.  Thus  it  is  seen  that,  for  the 
same  modulus  in  each  case,  the  8"  channel  has  20  per 
cent,  less  sectional  area  than  the  6"  I beam,  and  hence 
weighs  20  per  cent,  less  for  a given  length  ; whence  the  8" 
channel  is  the  more  economical  shaj^e.  Moreover,  it  is  a 
stiffer  shape  than  the  6"  I beam,  for,  with  the  same  loads 
and  span,  that  shape  has  the  less  deflexion,  because  its 
moment  of  inertia  is  greater.  Thus,  for  the  6"  I beam  of 
5.0  square  inches  area,  the  value  of  I is  27.0;  whilst  that 
for  the  8"  channel  of  4,00  square  inches  sectional  area  is 
35.25.  Hence,  if  these  shapes  be  protected  against  lateral 
deflexion,  it  would  be  more  economical  to  use  the  8"  channel 
than  the  6"  I beam,  for  the  weakness  of  the  channel  is  in 
its  small  width  of  flange,  it  having  only  a flange  width  of 
whilst  the  I beam  has  dgV'- 

In  columns  8 of  the  tables  on  pages  159,  160,  we  have 
given,  for  each  shape,  the  values  of  what  Rankine  has  called 
q,  which  is  the  ratio 

2 I 

T^'s 

that  is,  2 I R 

h^""hS 

This  shows  that  for  two  beams  of  the  same  depth,  that 
one  is  the  more  economical  which  has  the  greater  value  of  the 


. R 

ratio  or, 


in  other  words,  that  whose  value  of  q is  the 


greater. 


156 


POTTSVILLE,  PENNA.,  U.S.  A. 


For  example  : consider  shape  No.  34  in  the  list  of  chan- 
nels,— viz.,  the  12"  channel  of  6.20  square  inches  sectional 
area,  and  the  12"  channel  of  8.45  square  inches  sec- 
tional area.  The  former  has  q = 0.281  and  R = 21.0  ; the 
latter  has  q = 0.25 1 and  R = 25.50.  Again,  the  former  has 

25-50 


R 21  _ 1,1  1 R 

— z=  - — = 3. 387  ; and  the  latter  has  -7- 
S 6.2  ' S 


8.45 


3.002. 


It  is  evident,  then,  that  the  12"  channel,  6.2  square  inches 
area,  has  a greater  capacity  for  its  weight  than  the  12"  chan- 
nel, 8.45  square  inches  area.  Thus  it  appears  that  the 
strength  of  beams  does  not  increase  in  proportion  to  their 
increase  of  weight.  We  should  then,  always  use  the  mini- 
mum or  standard  se.ction  of  a shape,  rather  than  one  ob- 
tained by  widening  the  rolls.  Of  course,  this  applies  only 
to  shapes  subjected  to  transverse  loading.  From  the  values 
of  q given  in  the  tables  on  pages  159,  160,  we  can  then  at 
once  see  the  relative  economy  of  the  shapes. 

Another  very  desirable  use  to  which  these  values  of  q can 
be  put  is  as  follows ; 

From  the  fundamental  expression 


y 


see  (i),  page  150 


which,  for  symmetrical  shapes,  becomes 


2 I 

we  get,  by  substituting  for  — its  equivalent,  qh  S, 


M.^fqhS 


Whence,  transposing, 


M, 


f qh  f ■ qh 


(19) 

(20) 


area  of  shape  for  given  values  of  is  inversely  pro- 
portional to  qh  ; that  is  to  say,  the  greater  the  value  of  qh, 
the  less  the  area  of  beam  required  to  resist  the  bending 
moment  with  an  extreme  fibre  stress,  f.  For  example : 


157 


POTTSVILLE  IRON  AND  STEEL  CO., 


I 


suppose  we  have  given  a load  of  13  tons  uniformly  distrib- 

13  I A.'  12" 

uted  over  a span  of  14.0';  then  Mp=:  ^ ^ = 

273  inch-tons  bending  moment  at  centre.  The  extreme  - 

M 273 

fibre  stress  is  to  be  limited  to  6.0  tons  : then  = 

t o 

45.5;  whence 


S = area  of  beam  required 


f " qh 


45-5 

qh 


Now,  looking  at  the  table  “ On  Properties  of  I Beams,” 
we  find  fora  12"  I beam,  12,5  square  inches,  q = 0.310, 
whence  qh  = o.3i  X 12"  = 3,72;  and  for  a lo^"  I beam, 
13.5  square  inches,  q = 0.316,  whence  qh  = loj  X 
= 3.32  ; whence  for  the  former, 

45*5 

S = = 12.20  square  inches, 

3.72 

and  for  the  latter. 


S = ~ *3*7°  square  inches; 

that  is,  using  a 12"  I beam,  we  need  only  12.2  square 
inches  of  area;  whilst,  if  we  use  a loj"  I beam,  we  require 
13.70  square  inches  of  area.  It  is  evident,  then,  that  for  ike  j 
sat/ie  maxmium  mo?nent,  and  same  extretne  fibre  stresses,  that  ! 
beam  is  the  more  economical  which  has  the  larger  value  of  . 

By  inspection  of  the  tables  on  pages  159,  160,  we  see  ' 
that  for  the  standard  or  minimum  roll  of  I beams,  the  value 
of  q departs  but  little  from  0.31.  For  channels,  the  value  j 
of  q for  the  standard  rolls  is  about  0.28,  and  for  the  heavier 
rolls  q is  about  0.25.  Thus,  | 

I beams,  standard  rolls,  q = o.3I. 

Channels,  minimum  rolls,  q = 0.28. 

Channels,  maximum  rolls,  q = o.25. 

Now,  substituting  these  constants  in  equation  (19),  we  get 


Mg  = 0.31  fh  S,  for  I beams  of  standard  rolls. 
Mq=o.28  fh  S,  for  channels  of  minimum  rolls. 
M^  = o.25  fh  S,  for  channels  of  maximum  rolls. 


158 


POTTSVILLE,  PENNA.,  U.  S.  A, 


PROPERTIES  OF 


I BEAMS  OF  IRON  AND  STEEL. 


1 

2 

3 

1 4 

5 

6 

: ^ 

i 

* 

1 9 

1 

10 

11 

13 

13 

Neutral  axis  at  centre  of  shape  and 
perpendicular  to  web. 

Neutral  axis 
coincident 
with  web. 

-S 

Area  of  shape,  in  square  in 

.s 

1 

a 

0 

Coefficient  for 
one  foot  span. 

0 

Shape  No. 

•2 

0 

(S 

Width  of  flange,  ir 

"0 

'o 

Maximum  moment 
inertia  I. 

Radius  of  gyration 

",F 

cy 

"!r 

Pi 

00 

0 s 

\ H 

cJi 

^ a 

II 

H 

Minimum  moment 
inertia  J. 

Radius  of  gyration 

I 

15 

25.0 

SI 

1 

813.0 

6.38 

0.289 

108.0 

432.0 

563-7 

40.84 

1.28 

2 

15 

20.0 

5j% 

Fi 

8 

694.0 

5-89 

0.309 

92-5 

370.0 

q 

00 

33-79 

1.30 

3 

15 

15.0 

5 

M 

528.0 

5-93 

0.313 

70.5 

282.0 

366.6 

18.34 

1. 10 

4 

15 

1 12.5 

4A 

TS 

430.0 

5.87| 

0.306 

57-0 

228.0 

296.4 

13-13 

1.03 

5 

' 12 

17.0 

5f 

367.0 

4-65 

0.300 

61.0 

244-0 

317-2 

24.47 

1.20 

6 

12 

12.5 

4l 

\i 

279.0 

4.72 

0.310 

46.25 

185.0 

240.9 

14-50 

1.08 

7 

12 

10. 0 

4t6 

Tg: 

218.0 

4.66 

0.303 

36.0 

144.0 

187.2 

8.74 

0.94 

8 

10^ 

13-5 

5 

239.0 

4-i7| 

0.316 

45-5 

182.0 

236.7 

17.90 

1-15 

9 

lOj 

10.5 

4f 

i: 

176.0 

4.08 

0.301 

33-5 

134-0 

174-3 

9-52 

0.95 

10 

lOj 

9.0 

4^  i 

m: 

151.0 

4.12 

0.309 

29.0 

116.0 

149.6 

7-36 

0.90 

II 

10 

10.5 

4t  I 

5 

161.0 ! 

3-92 

0.307 

32.25 

129.0 

167.7 

11.08 

1.03 

12 

10 

9.0 

48  1 

TB, 

139-0 

3-93 

0.310 

28.0 

III.O 

145-6 

8.30 

0.96 

13 

9 ' 

9.0 

48 ! 

i 

IIO.O  ! 

3.50 

0.302 

24-5 

98.0 

127.4 

8.18 

0.95 

14 

9 1 

8.5 

4s 

/b 

107.0  ' 

3-54 

0.309 

24.0 

96.0 

1.24.2 

7.60 

0-94 

15 

9 

7.0 

4 ! 

i 

83.0 

3-45^ 

0.294 

18.5  1 

74-0 

96.2 

5-37 

0.88 

16 

8 ' 

8.0 

4 35 

5 

77.0 

3.10 

0.300  1 

19.25 

77-0 

100. 1 

6.60 

0.91 

17 

8 

6.5 

4 

fg 

69.0 

3.26 

0.332 

17.0 

68.0 

88.4  ! 

5-83 

0.95 

18 

7 

6.5 

3t5  is 

48.0 

2.72 

0.300  1 

13-75 

55-0 

71-5 

4.11  1 

0.79 

19 

7 

5-5' 

31^: 

43-0 

2.80 

1 

0.320  ! 

T2.5 

50.0 

65-4 

3-51 

0.80 

20 

6 

5-0 

35'5 

27.0 

2.33 

0.301 

9-0 

36.0 

46.8 

2.65 

0-73 

21 

6 

4.0 

3s 

S ‘ 

24.0 

2.44 

0.332 

8.0 

32.0 

41.6 

2.22 

0-74 

22 

5 

4-0, 

2l8 

L 

16.0 

1.94 

0.301 

6.25 

25.0 

33-3 

1-75 

0.66 

23 

5 

30 

2s 

tIt: 

12.0 

2.00 

0.320 

4-8 

19.2 

25.0 

1-39 

0.68 

24 

^ 1 

3-0 

2/6i 

7.0 

1.50 

0.281  ■ 

j 

3-5 

14,0 

18.2 

0.82 

0.52 

25 

4 1 

2.4 

2s  1 

TB 

5-6 

^•53 

0.293 1 

2.8 

II. 4 

14-56 

0.58 

0.51 

26 

_4  i 

1.8 

4-4 

1.56; 

0.306 

2.2 

8.8 

II. 4 

0.40 

0.47 

j 


:i 


159 


POTTSVILLE  IRON  AND  STEEL  CO, 


PROPERTIES  OF 


CHANNEL  BEAMS  OF  IRON  AND  STEEL. 


1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

j.3 

14 

Neutral  axis  at  centre  of  shape  and 

Neutral  axis 

1 

perpendicular  to  web. 

parallel  to  web. 

% 

Coefficient  for 

CO 

§ 

0 

one  foot  span. 

0 

s-T’ 

ct  ^ 
% 

S3 

'S 

0 

0 

■ -^3 

be 

0 

1^ 

U 

>•> 

b£) 

ICO 

00  1-^ 

ih 

li 

i-| 

1 

0 0 

! Shape  No. 

2 

0 

1 

S 

M 

0 

3 

a 53 
.1'" 
s 

0 

II 

CVJ  1'^ 

! Iron  n 
channel  ^ 

1 1 
c/3 

a 1 
a''" 
;a 

0 

c/2 

3 

a 

ll 

3°'i5 

22.5 

5?f+ 

623.0 

5.26 

0.246 

83.0 

332.0 

431.6 

39-32 

1.32 

1.25 

30 

15 

17-5 

3 

527.0 

5-48 

0.268 

70.25 

281.0 

365.3 

31-41 

|i-34 

1.23 

31 

15 

17-45 

411^ 

J.3 

497.0 

5-34 

0.254  66.25 

265.0 

344-5 

23-13 

;i-i5 

1-03 

31 

15 

12.5 

3lf 

3_i 

64 

396.0 

5-63 

0.282 

52.75 

211.0 

274-3 

17-54 

1. 18 

1.08 

32 

12 

15-0 

!3i 

xi:255-o 

4-13 

o.237|42-5 

170.0 

221.0 

11-43 

0.87 

1. 01 

32; 

12 

9.0 

3 1 

X^6i 

181.5 

4-49 

0.280  30.25 
0.255  26.5 

121.0 

157-3 

7.11 

0.89 

0.84 

33 

12 

8-65  1 

013I 
^ 1 a 1 

159.0 

4.28 

106.0 

137-8 

1 4.98 

0.76 

0.68 

33 

12 

6-4 

1%: 

133-0 

4-56 

0.288 

22.0 

88.0 

114-4 

1 3-92 

0.78 

0.70 

34 

12 

8.45 

5 ■ 

153-0 

4-25 

0.251 

25-5 

102.0 

132.6 

5-04 

0.77 

0.68 

34 

12 

6.2 

2f- 

16 

125-5 

4-50 

0.281 

,21.0 

84.0 

109.2 

4.00 

0.80 

0.71 

35 

10 

12.875 

3i 

1X^6 

140.0 

3-29, 

I0.217, 

28.0 

16.5 

112.0 

145-6 

7-79 

0.78 

0.84 

35 

10 

6.0 

2§i 

3 > 
H ' 

82.0 

3-69 

0.272 

66.0 

85.3 

3-73 

0.79 

0.69 

36 

10 

6.2 

2f 

X^6 

80.0 

3-59; 

0.258 

16.0 

64.0 

83.2 

3-02 

0.70 

0.61 

36 

10 

4.8 

2^ 

-/b 

65.0 

13-69; 

0.272 

13-0 

52.0 

67.6 

2.40 

0.71 

0.59 

37 

9 

8.65 

3 • 

2 3 
32 

83-0 

3-10, 

0.237  18.5 

74-0 

96.2 

4-90 

0.75 

0.74 

37 

9 

5-2 

2i 

60.0 

3-39; 

0.284 

13-25 

53-0 

68.9 

2.81 

0.74! 

0.68 

38 

9 

5-42 

2t 

T6 

53-5 

3-14 

0.244; 

12.0 

48.0 

62.4 

2.04 

0.61 

0.54 

38i 

9 

3-7 

2 IB 

i 

42.0 

3-38; 

0.282; 

9-25 

37-0 

48.1 

1-52 

0.64 

0.55 

39 

8 

7.0 

2H 

X6 

51-0 

2.70 

0.2281 

12.75 

51.0 

66.3 

2.85 

0.64 

0.67 

0.63 

39' 

8 

4.0 

2X6 

X6 

35-25 

2-97, 

0 

a^ 

o_ 

9-0 

36.0 

45.8 

1.78 

0.59 

40 

8 

3-5 

2g 

# 

28.25 

2-84 

0.2531 

7-0 

28.0 

36.7 

1. 10 

0.56 

0.46 

40 

8 

3-0 

2X6 

-i 

25-5 

2-92 

0.267 

6-5 

26.0 

33-2 

1. 00 

0.58 

0.47 

41 

7 

5-75 

2x"6 

5 

33-5 

2-41 

0.237 

9-5 

38.0 

49-4 

2.29 

0.631 

0.62 

41 

7 

3-5 

2i 

T6 

24.0 

2.60 

0.276 

6.75 

27.0 

35.1 

1-47 

0.65; 

0.58 

7 

3-4 

2g 

M 

21.0 

2.48 

O.251I 

6.0 

24.0 

31.2 

1.08 

0.56 

0.48 

42' 

7 

2.5 

2 

35 

17.0 

2.62' 

0.281; 

5-0 

20.0 

26.0 

0.86 

0.59 

0.50 

43 

6 

5-25 

-?3 

2s 

.5 

8 

23.0 

2.09^ 

0*243! 

7-75 

31-0 

39-9 

2.02 

0.62 

0.65 

43 

6 

3-0 

2 

16.25 

2-33 

0.300 

5-5 

22.0 

28.2 

1-14 

0.62 

0.63 

44 

6 

3-0 

T 1 3 
^16 

X6 

14-5 

2.21 

0.271 

4-75 

19.0 

24-7 

0.80; 

0.51 

0.52 

44 

6 

2.25 

1x6 

3 

X6 

12.25 

2.33 

0.302 

4-0 

16.0 

20.8 

0.61 

0.52 

0.52 

45 

5 

3-9 

2^ 

5 

12.5 

1-79 

0.256 

5-0 

20.0 

26.0 

^•37i 

0.59 

0.63 

45 

5 

2.6 

t7 

Ig 

i 

9-5 

1-93, 

1-77 

0.300 

3-75 

15.0 

19-5 

0.87; 

0.58 

0.61 

46 

5 

2-675  1 

I 13. 
^16 

8.5 

0.252 

3-4 

13-6 

17-7 

0.62, 

0.48 

0.46 

46 

5 

1.70  i 

if 

X6 

6.25 

1-92 1 

0.295 

2-5 

10. 0 

13-0 

0.41 

0.49 

0.46 

47 

4 

3-15 

2t’6 

16 

7-0 

1-47 

0.272 

3-5 

14.0 

18.2 

1-14 

o.6oj 

0.68 

47 

4 

2-4 

1| 

i 

5-75 

1-55 

0.300 

2-9 

II. 6 

15.08 

0.83^ 

0-59 

0.67 

48 

4 

2.25 

Ifg 

-g 

4-7 

1-44: 

0.261 

2-35' 

9-4 

12.22 

0.56; 

0.50 

0-49 

48 

4 

1-5 

Ig 

xb 

3-65 

i.56j0.304 

.,s.| 

7-3 

9-5 

0.38', 

1 

o-5oj 

0.50 

i6o 


POTTSVILLE,  PENNA.,  U.  S.  A. 


CONCENTRATED  LOADING. 


If  there  be  a concentrated  load  P on  a span  1,  and  divid- 
ing the  span  into  two  segments,  x and  1 — x ; then  x being 
the  distance  from  the  left  support  say,  1 — x is  the  distance 
of  P from  the  right  support.  The  reaction  at  left  support  is, 


then,  -r 


•P'-t 


and  the  bending  moment  is  a maximum 


under  the  load,  and  is 
P 


t(i-x)x  = -j-(1x_x^) 


(■) 


For  a uniformly  distributed  load  of  W on  the  same  span  1, 

the  maximum  bending  moment  is  at  the  centre,  and  is  given 

\V1  . P / \ 

by  — . Equating  this  with  ^ ( lx  — x^j  , we  get 


whence 


W = 8p{t-4}  0) 


If  the  concentrated  load  be  at  the  centre  of  the  span, 
x = ^,  and,  substituting  this  value  of  x in  (2),  we  get 


W=2P  ^ (3) 

Equation  (2)  gives  the  equivalent  uniformly  distributed 
load  W,  whose  centre  bending  moment  is  equal  to  the 
maximum  moment  caused  by  the  load  P distant  x from  left 
support. 

Equation  (3)  shows  that  the  uniformly  distributed  load  W 
will  cause  the  same  bending  moment  at  centre  as  the  load 
W 

P concentrated  at  the  centre  ot  span.  In  other 


61 


I 

POTTSVILLE  IRON  AND  STEEL  CO., 


words,  if  a beam  of  span  1 sustain,  with  a given  fibre  stress, 
a load,  P,  concentrated  at  the  centre,  it  will  also  sustain, 
with  the  same  fibre  stress,  a uniformly  distributed  load,  W, 
equal  to  2 P, — i.e.,  double  the  load  if  uniformly  distributed. 

Example.  Suppose  a load  of  8 tons  to  be  concentrated  at 
a point  12  feet  from  the  left  support  of  an  i8  feet  span.  The 


reaction  at  the  left  support  = -|-  A — x\  = jg  — 12^ 
= — — = 2§  tons.  The  maximum  bending  moment  is 
under  the  load  of  8 tons,  and  is  — x^^  “ Yg  ^ 


12 


2 X = 32  foot-tons. 


From  equation  (2)  we  find 


= 64  X ~ 14-22  Ions. 


If  the  fibre  stress  is  to  be  4.15  tons  per  square  inch,  and 
the  metal  to  be  of  iron,  then,  as  iron  beams  in  Tables  of 
Capacity  are  figured  for  6.0  tons  extreme  fibre  stress,  we 
should  look  in  them  for  a beam  of  18'  span,  which  has  a 

capacity  of  — ^ — X 14-22  = 20.56  tons.  Looking  opposite 

4-15 

18'  spans,  we  find  that  a 15"  I beam  of  iron,  shape  No.  2, 
200  pounds  per  yard,  will  carry  20.55  tons.  This,  then,  k 
the  beam  which  will  carry  a load  of  8 tons  situated  12'  from 
the  left  support  of  an  18'  span,  the  fibre  stress  being  4. 1 5 
tons  per  square  inch. 

These  results  could  also  be  obtained  in  the  following 
way : The  maximum  bending  moment  for  the  concentrated 
load  of  8 tons,  12  feet  distant  from  the  left  support  of  an 
18'  span,  is  32  foot-tons  = 384  inch-tons. 

Now,  M^=f.-^  = fR 

M 

whence  R == 


162 


POTTSVILLE,  PENNA.,  U.  S.  A. 


Now.  if  f be  taken  4.15  Ions  per  square  inch,  then 

3^4 


R 


4-15 


92.53 


Looking  in  table  of  “ Properties  of  I Beams,”  we  find 
that  for  R = 92.50,  the  beam  is  15"  I,  200  pounds  per  yard. 
This  beam,  then,  will  do. 

If  the  concentrated  load  of  8 tons  be  at  the  centre  of  an 
18  feet  span,  the  maximum  bending  moment  is  under  the 
PI  8 X 18 

load,  and  is = = 3^  foot-tons.  The  ‘‘ equiva- 

4 4 

lent”  uniformly  distributed  load  is2P  = 2X8  = i6  tons, 

, IT  .16X18  . - , 

whose  bending  moment  is = 36  foot-tons,  the  same 

O 

as  above.  Thus,  a beam  which  will  carry  16  tons  uniformly 
distributed,  will  also  carry,  at  the  same  fibre  stress,  a load 
of  8 tons  concentrated  at  the  centre  of  the  span.  If  the 
fibre  stress  is  to  be  4^  tons,  then,  in  the  Tables  of  Capacity, 
we  must  look  for  an  iron  beam  which  has  a tabular  capacity 

of  —r  X 16=  22.61  tons  at  18'  span.  For  18'  span  in  the 
4i 

tables,  we  find  that  a 15"  I beam  of  iron,  250  pounds  per 
yard,  will  carry  24.00  tons,  which  is  rather  more  than  we 
need. 

To  find  the  exact  weight  of  a 15"  I beam  which  will 
answer  our  purpose,  use  the  equation  = f qh  S ; whence 


S 


f qh 


Now  = 36  foot-tons  = 432  inch-tons. 

f = 4]-  tons,  the  required  extreme  fibre  stress, 
h = 15". 

q =0.309  for  15"  i beam,  200  pounds  per  yard, 
from  table  of  “ Properties  of  I Beams.” 


Then 
S = required  area : 


432 


, ^ ^ ^ - = 22. oosquare inches ; 

41X0.309X15  ^ 

whence  we  need  a 15"  iron  I beam,  220  pounds  per  yard. 


63 


POTTSVILLE  IRON  AND  STEEL  CO., 

If  the  required  fibre  stress  had  been  the  same  as  in  the 
tables, — viz.,  6.0  tons  for  iron, — we  would  have  found  that,  1 
for  the  given  span  of  1 8 feet,  the  capacity  of  a 15"  I beam  ^ 
of  iron,  150  pounds  per  yard,  was  15.66  tons,  which  is  rather  ■ 
less  than  the  l6  tons  uniformly  distributed  load  for  which  \ 
we  were  seeking,  and  using  the  same  method  as  before, — i 
viz.,  the  equation  Mq=  f qh  S, — we  would  have  j 

M 422  i 

S = V — ^ = 7 — — = 15-33  square  inches  ; ! 

f qh  6.0X0.313X15  ^ 

z.e.,  we  require  a 15"  I beam  of  iron,  153!^  pounds  per  yard. 

The  centre  deflexion  for  a beam  under  a uniformly  dis-  . 
tributed  load,  W,  is  f of  that  for  the  same  load  concentrated 
at  the  centre  of  the  span.  Inversely,  the  deflexion  for  a 
beam  under  a concentrated  load,  P,  at  centre  of  span  is  1.6 
times  that  for  the  same  load  uniformly  distributed  over  the 
span.  As  in  using  the  tabular  loads  to  find  the  beam  which 
will  carry  a centre  concentrated  load,  we  double  the  concen- 
trated load,  and  seek  for  a beam  to  carry  such  load  ; then, 
to  find  the  deflexion  for  the  concentrated  load,  we  must  take 

= 0.8  of  the  tabular  deflexion. 

2 

Another  example.  Having  given  a beam  of  certain  kind, 
weight,  and  span,  to  find  what  load  concentrated  at  a point 
X from  the  left  support  it  can  safely  carry. 

Suppose  we  have  a 12"  iron  I beam,  125  pounds  per  yard, 
on  a span  of  15  feet.  From  Tables  of  Capacity,  we  find  it 
will  carry  12,33  tons,  uniformly  distributed,  the  fibre  stress 
being  6,0  tons.  Now,  what  load  concentrated  at  a point 
distant  4.0'  from  the  left  support  will  it  carry,  the  fibre  stress 


being  the  same  ? 


From 


W 1 

“8“ 


we  get 


P 


W F 

8 (lx  — x2) 


12.33  X 15  X 15 
8 (15  X 4 -16) 


7.88  tons ; 


that  is,  a concentrated  load  of  7.88  tons,  4 feet  from  one 
end,  will  be  carried  by  the  12"  iron  I beam,  125  pounds  per 
yard,  with  the  same  extreme  fibre  stress  as  is  produced  by 
12.33  tons  uniformly  distributed  over  the  span. 


164 


r 


POTTSVILLE,  PENNA.,  U.  S.  A. 


[Written  for  “ Engineering  News,”  in  1884,  by  J.  C.  Bland,  C.E.] 


A Method  of  Computing  the  Absolute  Maximum  Bending 
Moment  on  Stringers,  due  to  the  Passage  across  them 
of  a Series  of  Concentrated  Moving  Loads. 


From  an  analytical  consideration  of  the  effects  produced 
on  the  stringers  of  railway  bridges  by  the  passage  across 
them  of  a series  of  concentrated  weights,  such  as  the  wheels 
of  a locomotive,  the  following  principles  are  found  to  flow : 

1.  That  the  maximum  bending  moment  always  occurs 
U7ider  a load, 

2.  That  the  maximum  bending  moment  occurs  under  one 
or  the  other  of  the  two  loads,  between  which  the  resultant 
of  the  total  number  of  loads  considered  passes. 

3.  That  if  the  resultant  of  the  total  number  of  loads 
considered  passes  through  a load,  the  maximum  bending 
moment  occurs  under  that  load. 

4.  Calling  the  load  under  which  the  maximum  bending 
moment  occurs  the  cintical  load,  and  x its  distance  from  the 
left  support,  then,  when  the  critical  load  is  in  the  position 
causing  the  maximum  bending  moment,  its  distance  from 
the  left  support  is  less  than  the  half  span,  if  the  resultant 
of  the  total  number  of  loads  considered  lies  to  the  right  of 
the  critical  load;  and  greater  than  the  half  span,  if  the  re- 
sultant lies  to  the  left. 

5.  Calling  Z the  distance  from  the  resultant  of  the  total 
number  of  loads  considered  to  the  load  on  the  right,  and  A 
the  distance  apart  of  the  two  loads  between  which  the  re- 
sultant passes,  the  distance  of  the  load  on  the  left  from  such 
resultant  is  A — Z. 

mu  1 , Z 1 A — Z 

1 hen  X = h , or  X = 

2 ' 2 ’ 2 2 

according  as  the  critical  load  is  on  the  right  or  the  left  of 
such  resultant. 


165 


POTTSVILLE  IRON  AND  STEEL  CO., 


6.  Then  when  the  critical  load  is  in  the  position  causing  ! 
the  maximum  bending  moment,  the  centre  of  the  span 
divides  equally  the  distance  between  the  resultant  and  the 
critical  load,  or,  in  other  words,  the  critical  load  and  the 
resultant  of  the  total  number  of  loads  considered  are  sym- 
metrically placed  with  reference  to  the  centre  of  the  span. 

7.  That  the  expression  for  the  maximum  bending  moment 
can  always  be  put  in  one  or  the  other  of  the  two  forms.  («) 

If  the  critical  load  lies  to  the  right  of  the  resultant  of  the 
total  number  of  loads  considered. 


M. 


2 . P 
4 


t' 


T 


2 . Pd 

^Tp" 


)] 


(0 


{l))  If  the  critical  load  lies  to  the  left  of  the  resultant  of  the 
total  number  of  loads  considered. 


M 


O 


2 . P 
4 


1 


(2) 


where  2 . P =:  number  of  loads  on  span,  expressed  in  terms 
of  the  load  on  each  pair  of  drivers.  For  example,  if  there 
are  loads  on  the  span  of  less  amount  than  those  on  the 
drivers,  express  them  in  terms  of  the  driver  load.  Thus  the 
four  pairs  of  drivers  and  the  first  pair  of  tender  wheels,  being 
on  the  span,  express  the  tender  wheel  load  as  a P,  whence 
the  total  number  of  loads,  2.P  = 4P-f-aP  = (4-f-a)  P. 

Let  1 = span. 

Z = as  already  defined  in  5. 

A — Z = as  already  defined  in  5. 

2 . Pd  = sum  of  the  moments  of  loads  on  span  around 
the  critical  load  as  origin,  no  regard  being 
had  as  to  sign  ; that  is,  no  regard  being  had 
to  the  sense  of  the  moments. 

8.  That  the  expression  for  Z and  for  A — Z can  always 
be  put  in  the  form 

2b  Pd 
2 . P 

where  2b  Pd  = summation  of  the  moments  of  loads  on  the 


166 


POTTSVILLE,  PENNA.,  U.  S.  A. 


span  around  the  critical  load  as  origin,  regard  being  had  to 
sign  ; that  is,  regard  being  had  to  the  sense  of  the  moments. 

9,  Whence  the  maximum  bending  moment  is  always 
given  by  the  following  general  expression  : 


which  can  be  used  instead  of  equations  (i)  and  (2). 

10.  That  is,  the  cases  where  the  resultant  of  the  total 
number  of  loads  considered  passes  between  two  of  the  loads, 
the  maximum  bending  occurring  under  one  or  the  other  of 
these  two  loads,  then  in  whichever  of  the  expressions  for 
Mq,  considering  first  one  and  then  the  other  as  the  critical 
load,  the  term 


is  the  greater,  that  one  gives  the  absolute  maximum  bending 
moment  due  to  the  passage  of  number  of  loads  considered 
across  the  span. 

For  example:  consider  the  “Erie"’  consolidation  engine, 
in  the  case  where  five  loads  are  on  the  span, — viz.,  the  four 
drivers  and  the  first  pair  of  tender  wheels. 


Where  Pj=  P2  =:  P^,  hence  call  P . = ii.o  tons. 

Pj=  7.26  tons  = a P;  whence 


“ = tt¥o  = 0-66 

d = 4.5  feet,  d|  = 5.75  feet,  dj  = 7.083  feet. 


167 


9 


POTTSVILLE  IRON  AND  STEEL  CO., 

From  these  values  it  is  found  that  the  line  of  action  of 
the  resultant  of  these  loads  passes  between  Pg  and  Pg; 
whence  by  2,  the  maximum  bending  moment  will  occur 
under  the  loads  Pg  or  Pg.  Let  us  first  consider  Pg  as  the 
critical  \o2idi,  and  apply  our  equation  (4).  Then 

2.P  = 4P  + aP  = (4  + a)P.  = 4.66  P . 

Taking  moments  of  loads  around  Pg  as  an  origin,  we  have 
on  the  right  of  Pg, 


now  counting  moments  whose  tendency  is  opposite  to  the 
hands  of  a watch  as  positive,  and  those  whose  tendency  is 
same  as  the  hands  of  a watch  as  negative,  then  the  moments 
on  the  left  of  Pg  are  positive,  and  those  on  the  right  of  Pg 
are  negative ; whence 


also,  as  2 . Pd  is  sum  of  moments  without  regard  to  the 
sign,  M^e  have 


P4  d -j-  P5  (d  -f  dg)  — P I d -|-  a (d  -j-  dg)  | 


on  the  left  of  Pg, 


p,  d + Pj(d  + cy  = p|2d  + ci,} 


2h  Pd  P 


Then 


2 . Pd  = p|2d  + d4+d  + a (d  + dg)| 

= P I 3 d -f  ^1  + ® (d  + ^3)  I 

2i.Pd_d  + di  — a (d  +dg) 

2 . P 4 + a 


and 


168 


POTTSVILLE,  PENNA.,  U.  S.  A. 

Substituting  these  values  in  equation  (4),  we  get 


M. 


4 -f-  « 


-[ 


d + dj  — a (d  dg; 


4 -[-  a 


3 -j-  dj  -I-  g (d  -f-  clg 

4 + ® 


']} 


Inserting  in  the  above  the  values  given  for  the  distances  | 
between  loads,  etc.,  we  get 

-2 


M. 


4.66 


Xii.o|l  + ^^— 11.543I 
= 12.815  |l  + :^—ii,543|  . 


o 1 , 4-005 

= 12.8151  + — 147.923 


Now,  suppose  our  span  is  30  feet;  then 
lV+=  12.815  X 30  + — 147.923  = 236.66  foot-tons. 

Let  us  now  take  another  case  at  random,  say  the  three 
pairs  of  drivers,  Pj,  P2,  Pg.  The  distance  dj  being  gener- 
ally greater  than  d,  and  the  driver  loads  alike,  it  is  evident 
the  line  of  action  of  the  resultant  will  pass  between  the 
loads  Pj  and  P2.  It  is  the  case  in  the  “ Erie”  engine  we 
are  considering  for  illustrations.  Let  us  take  Pg  as  the 
critical  load ; then 

2.P  =3P. 

2i.Pd  = P (dj  — d). 

2.  Pd  =P  (dj+  d). 


Whence 


and 


21 . Pd  _ dj  — d 


169 


POTTSVILLE  IRON  AND  STEEL  CO. 


whence 


M = 


3 P 


Inserting  the  values  given  for  the  load,  P,  and  the  dis- 
tances, d and  dj,  we  get 


3X 


+ 6.833} 


= 8.251  + ^:^  — 56,375 

Now,  suppose  the  span  is  15  feet ; then 

Mo  =8.25  X 15  + ~ 56-375  =67.47  foot-tons. 

If  we  had  chosen  the  three  driver  loads,  P2,  P3,  P^,  we 
see  that  the  resultant  passes  through  the  load  Pg,  since  the 
other  two  loads  are  equally  distant,  d,  from  it ; whence  the 
critical  load  is  Pg.  Here,  then, 

2 . P ==  3 P. 

21  . Pd  = P (d  — d)  =:  O. 

2 . Pd  = P (d  + d)  = 2 Pd. 

,,,,  21 . Pd  . / 2 . Pd\  4 , 

Whence  - ^ ^ = o and  2 ^-  p-j  ~ ^ ^ 


whence 


Inserting  the  values  for  P and  d,  we  get 

M„  = X^{l-6 

Now,  suppose  the  span  to  be  15  feet;  then 

Mo  = 8.25  X 15  — 49-5  = 74.25 

In  passing,  we  might  notice  that  this  choice  of  loads  gives 
a greater  result  than  the  loads  P^,  Pg,  Pg. 


8.25  1—49-5 


70 


POTTSVILLE,  PENNA.,  U.  S.  A. 


Let  us  now  take  the  four  drivers,  Pj,  P2,  P3,  P^.  It  is 
readily  seen  that  in  usual  cases  the  resultant  of  the  four 
loads  pass  between  the  loads  P2  and  Pg. 

Let  us  take  the  load  Pg  as  the  critical  load;  then  we  have 

2 . P = 4 P. 

2L  Pd  = P (d  + d + d^)  — Pd  = P (d  + dj). 

2 . Pd  =P  (d  + d + d,)  + Pd  = P (3  d + d,). 


Whence 


21  . Pd  _ d + d 
2 . P ~ 4 


whence 


M = 


3 cl  + cl, 


Inserting  the  values  of  P,  d and  d,  for  the  “ Erie”  engine, 
we  get 


>.566  ^ ] 

“j 9-625  y 


= II 1 + 7^^  — 105.875 


Mo=ii  + 

Suppose  the  span  to  be  21  feet;  then 


II  X 21  + — 105.875  = 128.56  foot-tons. 


Let  us  now  take  Pg  as  the  critical  load.  We  then  get 
21 . Pd  = Pd,  — P (d  + 2 d)  = — P (3  d — d,) 

and 

2 . Pd  = Pd,  + P (d  + 2 d)  = P (3  d + d,) 
whence 


21  . Pd 
2 . P 


3 d — d,  , / 2 . Pd 

1 and  2 


3 d + d. 


171 


POTTSVILLE  IRON  AND  STEEL  CO. 


Now 


■ Pdy  ^ 3d  — ^ ^3d-d,y 


whence 


Inserting  the  values  of  P,  d and  dj  for  the  “ Erie”  engine, 
we  get 


It  is  noticed  that  this  result  is  less  than  that  given  by 
choosing  P3  as  the  critical  load. 

Sufficient  illustrations  have  been  given  to  show  how  easy 
of  application  is  the  general  expression  (4), 

When  any  number  of  loads  are  considered,  the  two  loads 
between  which  the  resultant  passes  can  generally  be  deter- 
mined by  inspection, — if  not  easily  seen,  the  determination 
is  readily  found.  Then  apply  the  expression  (4),  first  con- 
sidering the  load  on  one  side,  then  the  load  on  the  other 
side  of  the  resultant  as  the  critical  load.  Whichever  gives 
the  greater  value  of  M^,  is  the  expression  to  use  in  com- 
puting the  bending  moments  for  that  number  of  loads  within 
the  limits  of  span,  both  superior  and  inferior.  Considering 
any  particular  engine,  a table  can  be  calculated  showing  the 
bending  moments  and  limits  of  span  for  one,  two,  three, 
four,  five,  etc.,  loads  in  succession. 


Computing  for  a 21  feet  span,  we  get 


II  X 21  + 105.875  = 127.09  foot-tons. 


172 


POTTSVILLE,  PENNA.,  U.  S.  A. 


ON  THE  USE  OF 

THE  TABLES  OF  CAPACITY. 


In  the  table  showing  the  reduction  of  extreme  fibre 
stresses  due  to  ratio  of  flange  length  to  flange  width,  we 
notice  that  for  fifty  ratios  the  extreme  fibre  stress  for  steel 
shapes  is  reduced  to  6.07  tons  per  square  inch,  which  is 
very  nearly  that  for  which  the  capacity  of  the  iron  shapes 
has  been  calculated. 

If,  then,  when  we  find  that  the  tabular  safe  load  of  an  iron 
shape  would  fulfil  the  requirements,  but,  by  reason  of  the 
beam  being  zmstayed,  we  have  to  reduce  its  load  to  77  per 
cent,  of  its  tabular  capacity,  we  can  substitute  the  steel  shape 
of  the  same  sectional  area,  and  all  our  requirements  are 
satisfied. 

For  example:  Take  a 15”  iron  I beam,  150  pounds  per 
yard,  at  21'  span.  Its  tabular  capacity  is  13.43  tons;  but 

21^  'yl  1 2’^ 

its  ratio  of  length  to  flange  width  = = 50.4; 

whence  its  fibre  stress  should  be  4.64  tons,  instead  of  6.0 
tons,  and  hence  it  will  carry  but  0.773  of  its  tabular  capacity, 
— viz.,  only  0.773  X 13-43  = tO-38  tons.  Now,  looking  at 
the  same  shape  in  steel,  we  see  its  tabular  capacity  is  17.46 
tons,  and  the  ratio  of  its  unstayed  length  to  flange  width 
being  as  before,  the  reduced  safe  load  will  be  0.773  X i7-4^ 
= 13.50  tons. 

Thus  it  is  seen  that  the  steel  I beam,  which  has  15.0 
square  inches  sectional  area,  will  carry,  when  imstayed  its 
full  length  of  21.0  feet,  the  same  load  which  the  iron  I 
beam  of  same  sectional  area  would  carry  if  stayed,  so  that 


POTTSVILLE  IRON  AND  STEEL  CO., 

its  unsupported  length  of  flange  was  no  greater  than  30  times 
its  flange  width.  The  limit  to  the  15"  iron  I beam,  in  order 
to  use  the  tabular  loads,  would  be  30  X 5"  = 

— i.e.,  in  order  to  use  a fibre  stress  of  6.0  tons  per  square 
inch ; and  the  steel  I beam,  unstayed  for  its  full  length,  could 
be  used  at  the  same  extreme  fibre  stress  of  6.0  tons. 

These  facts  are  of  use  in  designing  the  floor  joist  of  a 
building,  for  frequently,  by  simply  substituting  steel  shapes 

I of  same  sectional  areas  as  the  iron  ones,  and  which  weigh 
only  a little  more  per  foot,  we  can  do  away  with  the  neces- 
sity of  some  method  of  staying  the  flanges,  or  of  having  to 
use  much  heavier  beams  of  iron. 

It  is  also  to  be  remembered  that  steel  beams  and  channels 
cost  no  more  per  pound  than  iron  ones;  whence  any  saving 
in  weight  by  the  use  of  steel  shapes  is  a like  saving  in  cost. 

Suppose  the  area  of  a floor  surface  to  be  20'  X 28',  and 
we  desire  to  find  the  beam  requisite  to  carry  a total  loading 

I of  200  pounds  per  square  foot.  We  would,  of  course,  place 
the  beams  with  their  length  in  smaller  dimension  of  the 
floor  area ; then  the  span  centre  to  centre  of  the  beams  will 
be  about  21  feet.  Suppose,  also,  that  by  reason  of  using 
brick  arches  between  the  beams  to  carry  the  external  floor 
load  the  distance  apart  of  the  beams  is  limited  to  5'.o". 

Examining  our  Tables  of  Capacity  of  Iron  I Beams,  we 
find  that  a 12"  I beam,  125  pounds  per  yard,  shape  No.  6, 
might  answer;  as  for  2I  feet  span,  and  200  pounds  per 
square  foot,  the  distance  apart  should  not  be  greater  than 
4.19  feet.  But  the  flange  width  is  , and  the  ratio  of  21 
feet  to  flange  width  is  52  ; whence  this  exceeding  the  ratio 
30,  the  extreme  fibre  stress  must  be  reduced  from  the  tab- 
ular amount — viz.,  6.0  tons — to  about  4.5  tons;  in  other 
words,  the  safe  load  from  8.81  tons — the  tabular  safe  load — 
to  0.75  X 8.81  =6.61  tons,  and  likewise  the  distance  apart 
will  be  now  0.75  \ yig  = 3.14  feet.  Now,  this  distance 
will  be  too  close  for  the  beams,  so  we  should  have  to  select 
another  shape. 

Looking  at  span  21  feet  under  12"  iron  I beam,  170 
pounds,  shape  No.  4,  we  find  that  for  200  pounds  per  square 
foot,  the  spacing  may  be  5.53  feet.  The  ratio  of  length  to 


174 


POTTSVILLE,  PENNA.,  U.  S.  A. 


21  ^ 12 

flange  width  is  — = 47;  whence  the  distance  5.53 

5t 

should  be  reduced  to  about  0.8  X 5-53  = 4-42  feet.  We 
might  make  six  spaces  of  4'. 8"  in  the  28  feet  length  of  floor, 
and  hence  would  require  five  12"  I beams  of  iron,  170 
pounds  per  yard,  21 ',6"  long  each,  weighing  4n  all  6090 
pounds.  Now,  looking  at  a steel  12"  I beam  of  126^- 
pounds  per  yard  (12.50  square  inches  area),  we  find  that 
for  21  feet  span,  under  the  tabular  loads,  it  may  be  spaced 
5.46  feet.  But  the  ratio  of  length  of  beam  to  flange  width 


being 


21  X 12 

/ill" 

4t6 


54,  the  distance  can  only  be  0.74  X 


5.46  = 4.04  feet. 

Making  seven  spaces  in  the  28,0  feet,  of  4'.02"  each,  we 
require  6 steel  I beams,  126J  pounds  per  yard,  21 '.6"  long 
each,  weighing  in  all  5430  pounds.  Thus,  even  with  one 
more  beam,  by  using  the  steel,  we  save  a weight  of  660 
pounds,  or  about  ii  per  cent.;  and  this  is  also  a saving  in 
cost  of  II  per  cent.,  because  steel  beams  and  channels  cost 
no  more  per  pound  than  do  iron  ones. 

Suppose  we  have  a floor  area  18'  X 32',  and  a total  floor 
load  of  200  pounds  per  square  foot,  and  that  we  wish  to 
make  4.0  feet  spaces  between  centres  of  beams.  Placing 
the  beams  in  short  way  of  floor  area,  they  will  be  19  feet 
span  centre  to  centre  of  bearings;  and  in  32  feet  of  length 
we  will  have  eight  spaces  of  4 feet  each,  or  require  7 beams, 
say  19.J  feet  long  each. 

Assuming  the  flange  width  about  4^"  = f of  a foot,  if 
beams  are  unstayed  laterally,  the  ratio  of  unstayed  flange  to 
flange  width  will  be  l8  -f-  f =48;  whence,  by  looking  at 
Table  of  Reduction  of  Fibre  .Stresses  and  Tabular  Loads,  we 
see  that  tabular  capacity  will  have  to  be  multiplied  by  about 
0.8,  and  tabular  spacing  also  by  0.8;  whence,  in  order  to 
use  the  Tables  of  Capacity,  if  we  divide  the  required  spacing 
by  0.8,  it  will  give  us  a spacing  which,  if  we  find  the  cor- 
responding beams  in  the  tables,  they  will  fulfil  our  condi- 


tions. 


Thus,  = 5.00  feet. 
0.8 


Now,  looking  in  Tables  of 


i 


! 


75 


POTTSVILLE  IRON  AND  STEEL  CO., 


Iron  I Beams,  at  19  feet  spans,  we  find,  under  column  of 
200  pounds  per  square  foot,  that  a 10^  I beam  of  iron,  135 
pounds  per  yard,  will  carry  9.58  tons,  and  be  spaced  5.02 
feet  apart.  Now,  flange  width  of  loj  I,  135  pounds,  is 
5";  whence  ratio  of  unstayed  length  to  flange  width  is 
IQ  12 

= 46 ; then  tabular  safe  load  and  tabular  spacing 

will  have  to  be  multiplied  by  about  .81.  Thus,  tabular  load 
X 0.81  = 9.58  X 0.81  = 7.75  tons;  and  tabular  spacing 
X 0.81  = 5.02'  X = 4-o6  feet;  that  is,  we  can  use 
lOj"  I beams  of  iron,  and  spacing  them  4.0  feet  apart  will 
compensate  for  the  reduction  of  capacity  due  to  beams  being 
unstayed.  We  found  the  reduced  safe  load  to  be  for  this 
beam  7.75  tons,  and  this  will  be  seen  to  be  right,  for  the 
load  to  be  carried  is  19'  X 4^  apart  X 200  pounds  per 
square  foot  — 15,200  pounds  = 7,60  tons  ; whence  weight  is 
7 — io|"  I beams  (iron),  135  pounds  per  yard,  19^'  long 
= 6142  pounds. 

To  see  what  steel  beam  will  satisfy  the  conditions.  The 
spacing  which  we  wish  to  use  is  4.0  feet,  and  in  Tables  of 
Steel  I Beams  we  And  for  a 19  feet  span  and  200  pounds  per 
square  foot  of  load,  that  the  spacing  is  4.14  feet,  and  load 
carried  7.87  tons,  but,  bearing  in  mind  the  reduction  of 
strength  by  reason  of  beams  not  being  stayed,  we  should 
look  in  the  steel  tables  for  a beam  which  will  have  a spacing 


under  the  200  pounds  column  of  = 5.0',  and  a load  of 
7.60 

^ g = 9.50  tons.  The  nearest  to  this  is  a io|"  I beam 


of  steel,  106  pounds  per  yard,  shape  No.  9,  9.18  tons  safe 
load,  and  4.83  feet  spacing. 

It  is  evident  that  a little  increase  of  section  in  this  beam 
would  add  enough  to  strength  so  as  to  make  it  answer  our 
purpose. 

To  find  what  weight  of  this  shape  we  would  need,  we 
have  from  Table  of  Properties  of  I Beams,  9 = 0.301,  say 
0.30,  and  using  equation  (20),  page  157,  we  have 


S 


Mq 
f qh 


76 


POTTSVILLE,  PENNA.,  U.  S.  A. 


I 


Now  Mq 


W1 

“F” 


7.60  X 19X12 

8 


216.6  inch-tons. 


f = 0.80  X 7-8  = 6.04  tons  per  square  inch, 
q =0.30. 
h = io|". 


Then  area  required  = S 


216.6 

6.04  X 0.3  X 10^ 


216.6 

19-03 


11.38  square  inches. 

Or  a 10 I beam  [steel)  of  shape  No.  9,  and  weighing 
115  pounds  per  yard  (11.38  square  inches  area). 

Now  from  (18),  page  156, 


R=rqh  S==o.3  X lo^X  11.38  = 35-85 


whence  safe  load  for  steel  beams  (see  equation  (ll),  page 
152)  is 


W 


5.2  R 

r 


5-2  X 35-85 

19 


9.81  tons, 


; and  reducing  this  by  multiplying  by  0.8,  we  get  9.81  X 0.8 
= 7.85  tons  as  the  safe  load,  when  beam  is  wtstayed  in  its 
j length  of  19  feet. 

I Then  for  the  weight  of  the  steel  beams,  7 beams,  io|"  I 
I steel,  1 15  pounds  per  yard,  igl  feet  long  = 5232  pounds. 

Now  loj"  I iron  beams,  135  pounds  per  yard,  weighed 
for  the  7 of  19.}  feet  each,  6142  pounds;  whence  a saving 
of  910  pounds  in  the  floor  joist,  or  almost  15  per  cent.,  like- 
wise a saving  of  15  per  cent,  in  cost. 


I 


i 


1 


78 


POTTSVILLE,  PENNA.,  U.  S.  A. 


ON  PLATE  GIRDERS 


179 


POTTSVILLE  IRON  AND  STEEL  CO., 


'i 

;!! 

'^i 


i8o 


POTTSVILLE,  PENNA.,  U.  S.  A. 


PLATE  GIRDERS. 


Let  1 = 

h = 


w 


a 

F. 

Fo 


f = 


Pc  = 


□c"  = 


□t 


II  


span,  centre  to  centre  of 
end  bearings. 

height  of  girder,  centre  ■ 
to  centre  of  gravity  of 
flanges. 


Both  in  same 
linear  units. 


load  per  linear  unit  of  span, 
reaction  at  left  abutment,  a. 
reaction  at  right  abutment,  a^. 
shear  at  section  distant  x from  left  abutment, 
shear  at  end  of  girder  = maximum  shear, 
bending  moment  at  section  distant  x from 
left  abutment. 


flange  stress  at  section  distant  x from  left 
abutment. 

allowable  stress  per  square  inch  in  compres- 
sion. 


1 + 


5000 


reduced  compression 


unit,  due  to  length  of  unstayed  portion  of 
upper  flange  as  regards  its  width, 
allowable  stress  per  square  inch  in  tension, 
allowable  shearing  stress  per  square  inch  on 
the  web  plates. 

allowable  shearing  stress  per  square  inch  on 
rivets. 

allowable  bearing  stress  per  square  inch  on 
rivets. 


— ^ = gross  sectional  area  required  in  upper 
flange  at  centre  of  span. 

= nett  sectional  area  required  in  lower 

tjh 

flange  at  centre  of  span. 


81 


1 


POTTSVILLE  IRON  AND  STEEL  CO., 

The  bending  moment,  at  a section  distant  x from  the 
left  abutment,  is  the  algebraic  swn  of  the  moments  around 
X,  of  all  the  external  forces  acting  between  the  left  abut- 
ment and  the  section  x. 

The  shear,  at  a section  distant  x from  the  left  abut- 
ment, is  the  algebraic  sum  of  all  the  external  forces  acting 
between  the  left  abutment  and  the  section  x. 

Plate  girder  under  a uniformly  distributed  load,  w,  per 
linear  unit. 

(1) 

(2) 


(3) 

F(x-hp)  = w(x  + p)  =w|^  — (x  + I (4) 

The  shear  at  any  point  x is  the  differential  coefficient  of 
the  bending  moment  at  the  point  x,  and  equations  (2) 
and  (4)  could  be  derived  directly  from  (i)  and  (3).  Thus, 

and 

= 4-w(x  + p)  (6) 


TVT  Wl 

M — X 

WX2 

wx  / 

2 

2 

2 \ 

F,  = — - 

wx  = w 

(1- 

2 

\ 2 

(>-x) 


also 


M 


wl 


(x-Hp)  ^ 


(.+p)_w^ 


182 


POTTSVILLE,  PENNA.,  U.  S.  A. 


Now,  flange  stress  at  point  x is 

and  flange  stress  at  point  x -j-  p is 

+ _w(x  + p)/  \ 

h “ V V 


(7) 


(8) 


The  difference  of  these  flange  stresses  is  the  stress  on  the 
rivets  in  the  distance  p, — i.e., 


M 


(x  + p) 


pi  2 px 


Wp  I , 


But  shear  at  the  section  distant 
ment  is 

F 


— P"| 

{^-(-  + 4)}  I 

(-  + I) 


(9) 


from  left  abut- 


whence  equation  (9)  could  be  written 

M(x  + p)  M 


TT  D JB. 


(10) 


that  is,  the  stress  on  the  rivets  in  the  distance  p,  is  the  shear 
at  the  middle  of  the  distance  p,  multiplied  by  the  ratio  of 
the  distance  p to  the  height  h.  Or,  if  the  distance  p be  the 
pitch  of  the  rivets,  the  stress  on  the  rivet  is  the  shear  at  that 
rivet  multiplied  by  the  pitch  and  divided  by  height  of  girder. 

Thus,  generally,  calling  a the  stress  on  a rivet  distant  x 
from  the  abutment, 

Fx-P 


(”) 


i.e.,  stress  on  rivet  at  section  x is  the  shear  at  x multiplied 
by  the  pitch  and  divided  by  height  of  girder. 


'83 


POTTSVILLE  IRON  AND  STEEL  CO., 


From  (ii)  we  get 


h a 


(12) 


that  is,  the  pitch  of  the  rivet  at  any  section  x is  the  allow- 
able stress  on  the  rivet  multiplied  by  the  height  of  girder 
and  divided  by  the  shear  at  the  rivet. 

If  we  take  the  stress  on  the  rivets  in  a distance,  h,  equal 
to  the  height  of  the  girder,  and  say  n the  number  of  rivets 
in  such  distance ; then 

that  is,  the  number  of  rivets  in  the  distance  h,  multiplied  by 
the  mean  stress  on  each  rivet,  is  the  shear  at  a point  distant 


from  the  abutment. 


If,  in  (13),  we  make  x — o,  then  the  stress  on  the  rivets  in 
the  distance  from  the  abutment  to  the  section  h — that  is,  in 
a distance  from  end  of  girder  equal  to  height — is  In 

other  words,  ^ 


wl 

2 


(14) 


wl  wh 

Now,  — ^ is  the  flange  stress  at  the  point  h ; whence 


M, 


(15) 


i.e.,  the  entire  flange  stress  at  a point  whose  distance  from 
the  abutment  is  equal  to  the  depth  of  girder,  must  be  con- 
veyed to  the  flange  angles  by  means  of  the  rivets  which 
connect  the  flange  angles  to  the  web. 

But  we  must  bear  in  mind  that  from  o to  h the  flange 

stress  increases  from  o to  and  if  we  proportioned  the 

number  of  rivets  by  (14)  and  (15),  a would  be  the  meatt 
stress  on  the  rivets  in  the  distance  h;  we  should,  however. 


184 


POTTSVILLE,  PENNA.,  U.S.  A, 


determine  the  number  from  the  maximum  stress  in  the  dis- 
tance h, — that  is  to  say,  in  (14)  make  h = o,  and  then 
wl 

n a = — In  other  words,  the  number  of  rivets  required 
in  a distance  from  end  supports  equal  to  depth  of  the  girder  is 


(16) 


where  is  the  end  shear,  which  is  equal  to  the  reaction, 
and  a the  allowable  stress  on  the  rivet. 

If  we  divide  both  members  of  the  above  equation  by  h, 
the  height  in  feet,  then 


number  of  rivets  per  foot 


h 


a 


shear  per  foot. 


divided  by  allowable  stress  on  the  rivet. 

Now,  considering  the  connexion  of  the  two  flange  angles 
to  the  web  sheet,  the  rivet  may  be  sheared  out  between  the 
angles,  or  it  may  crush  the  bearing  on  the  web  sheet.  The 
stress  on  the  rivet  must  then  not  exceed  its  shearing  value 
nor  its  bearing  value.  The  rivet  being  in  double  shear, — 
i.e.,  there  being  two  shearing  areas,  one  on  each  side  of  the 
web, — its  shearing  value  is  2 fj.ga,  where  f^.^  is  the  allowable 
shearing  stress  per  square  inch  on  rivets,  and  a the  area  of 
the  rivet.  The  rivet  having  a bearing  on  the  web  sheet  of 
dt,  where  d is  the  diameter  of  the  rivet,  and  t the  thickness 
of  the  web,  its  bearing  value  is  being  the  allow- 

able bearing  stress  per  square  inch;  whence  a must  not 
exceed  2 nor  f,.bdt, — i.e., 


Fx.P 


— 2 f„a,  and 


frb-dt 


whence  for  shearing, 

F . p 

area  of  rivet,  a = 

2 f„h 

and  for  bearing, 

F . D 

thickness  of  plate,  t — , ^ , (18) 

f,b  • hd 


185 


POTTSVILLE  IRON  AND  STEEL  CO., 

TABLE  OF  SHEARING  VALUE  OF  RIVETS 


For  allowable  units  of  from  3.0  to  4.0  tons 
per  square  inch. 


Diam. 

Area 

Value  of  rivets  in  single  shear  at  the  following  allowable 
shearing  units  = fj-g 

of 

of  rivet, 

rivet,  d. 

3.0  tons 

3.25  tons 

3.50  tons 

3.75  tons 

4.0  tons 

4.5  tons 

per 

per 

per 

per 

per 

per 

spare  in. 

square  in. 

square  in. 

square  in. 

square  in. 

square  in. 

0.1963 

0.59 

0.64 

0.69 

0.74 

0.79 

0.88 

9 // 
lU 

0.2485 

0.74 

0.81 

0.87 

0-93 

0.99 

1. 12 

5// 

0.3068 

0.92 

1. 00 

1.07 

I-I5 

1.23 

1.38 

\r 

0.3712 

I. II 

1. 21 

1.30 

1.39 

1.48 

1.67 

r 

0.4417 

1-33 

1.44 

1-54 

1.66 

1.77 

1.99 

13// 
1 (i 

0.5185 

1.56 

1.69 

1.81 

1.94 

2.07 

2-33 

7// 

S 

0.6013 

1.80 

1-95 

2.10 

2.25 

2.40 

2.70 

l" 

0.6903 

2.07 

2.24 

2.42 

2.59 

2.76 

3.16 

0.7854 

2.36 

2-55 

2.75 

2.94 

3-H 

3-53 

^tV' 

0.8866 

2.66 

2.88 

3.10 

3-32 

3-55 

3-99 

Ig 

0.9940 

2.98 

3-23. 

3-48 

3-73 

3-98 

4-47 

TABLE  OF  BEARING  VALUE  OF  RIVETS 

For  allowable  units  of  6.0,  7.5,  and  9.0  tons 
per  square  inch. 


Bearing  value  for  different  thicknesses  of  plates  = ^5  X d X t. 


Thickness  of  plate,  t. 

Bearing  unit  frb=6.0  tons. 

Bearing  unit  frb=7.5  tons. 

Bearing  unit  frb=9.0  tons. 

Diameter  of  rivet,  d. 

Diameter  of  rivet,  d. 

Diameter  of  rivet,  d. 

Iff 

4 

0.75 

0.94 

1-13 

1-31 

0.94 

1. 17 

1. 41 

1.65 

I-I3 

1. 41 

1.69 

1.96 

T%" 

0.94 

1. 17 

1. 41 

1.64 

1. 17 

1.46 

1.76 

2.05 

1.41 

1.76 

2. II 

2.46 

1" 

1-13 

1. 41 

1.69 

1.97 

1. 41 

1.76 

2. II 

2.46 

1.69 

2. II 

2.53 

2.95 

7 ff 

1-31 

1.64 

1.97 

2.30 

1.64 

2.05 

2.46 

2.87 

1.97 

2.46 

2.95 

3-44 

1.50 

1.88 

2.25 

2.63 

1.88 

2-34 

2.81 

3.28 

2.25 

2.81 

3-38 

3-94 

1.69 

2. II 

2.53 

2-95 

2. II 

2.64 

3.16 

3-69 

2.53 

3.16 

3.80 

4-43 

5// 

8 

1.88 

2.34 

2.81 

3.28 

2.34 

2-93 

3-52 

4.10 

2.81 

3-52 

4.22 

4.92 

W' 

2.06 

2.58 

3-09 

3.61 

2.58 

3.22 

3-87 

4-51 

3-°9 

3-87 

4.64 

5-41 

r 

2.25 

2.81 

3-38 

3-94 

2.81 

3-52 

4.22 

4.92 

3-38 

4.22 

5.06 

5-90 

186 


POTTSVILLE,  PENNA.,  U.  S.  A. 


The  thickness  of  web  of  a girder  is  generally  limited  to 

f of  an  inch  for  practical  reasons ; and,  besides  filling  the 

. maximum  shear  . , . , , 

condition , it- must  also  resist  the  tendency 


to  buckling ; that  is,  the  unit  stress  on  the  web  should  be 
determined  by 


Pps 


5.00  tons 


(19) 


The  girder  should  be  divided  into  panels  by  the  use  of 
stiffening  angle  iron  on  the  web  sheet,  and  the  length  of 
such  panels  should  generally  be  about  the  depth  of  the 
girder,  unless  the  girder  be  quite  shallow,  in  which  case  the 
.panels  may  be  about  one  and  one-half  times  the  depth. 

In  equation  (19)  it  is  allowable  to  consider  h as  the  ver- 
tical distance  m the  clear  between  the  angle  iron  flanges. 

The  permissible  unit  stresses  on  plate  girders  are  deter- 
mined from  the  following  relations,  where  0 denotes  the 
ratio  of  the  minimum  stress  to  the  maximum  stress. 


. X 

t 


Compressive  unit  stress,  f^  = if  tons  (2  -[-  0).  (a) 

Tensile  unit  stress,  f^=  2 tons  (2  -j-  (j)).  (<5) 

Shearing  stress  on  web  plate,  fp^  ==  if  tons  (2  -|-  ^).  [c) 
Shearing  stress  on  rivets,  frg=  i^}  tons  (2  -j-  (f).  [d) 

Bearing  stress  on  rivets,  frb=  3 tons  (2  4-  ^).  (e) 


In  plate  girders  under  uniformly  distributed  loads  the 
stresses  are  in  same  ratios  as  the  loads,  and  ^ may  then 
denote  the  ratio  of  the  dead  load  to  the  total  load.  : 

In  plate  girders  used  in  buildings  and  warehouses  the  j 
loads  are  all  dead,  and  then  (p  becomes  unity,  and  the  above  1 
permissible  unit  stresses  become  | 

f^,  = 5-00  tons  per  square  inch  on  gross  area.  I 

fj.  = 6.00  tons  per  square  inch  on  nett  area.  < 

fpg=  5.00  tons  per  square  inch  on  nett  area.  j 

= 4.50  tons  per  square  inch  on  rivet  area, 

fjjj  = 9.00  tons  per  square  inch  on  bearing  area  of  rivet. 


187 


POTTSVILLE  IRON  AND  STEEL  CO., 


Taking  as  a unit  of  comparison,  the  expressions  (^a), 
(c),  (d),  (^e)  are  in  the  following  ratios: 

fc  = I ff 
fps=fc=fff 

frs  = I ff 

frb  = 2f,3=I^-f^. 

And,  taking  f^  as  a unit  of  comparison,  we  get 

ft  =|fc- 
fps=fc- 

frs  ==  0-9  fc- 


L 


2C=I.8f 


EXAMPLE  I. 

SINGLE-WEBBED  PLATE  GIRDER. 


Suppose  we  have  a girder  32'  o"  long,  centre  to  centre 
of  end  bearings,  and  it  is  required  to  carry  128  tons  uni- 
formly distributed  over  its  length.  Dividing  the  span  into 
eight  panels  of  4'  o"  each  ; at  each  panel  point  we  will  use 
a pair  of  angle  iron  stiffeners,  one  on  each  side  of  the  web. 
We  will  make  the  girder  40"  deep  out  to  out  of  flange  angles, 
which  will  be  the  effective  depth  in  this  case,  as  when  the 
flange  plates  are  considered,  the  40"  will  be  about  the  dis- 
tance centres  of  gravity  of  the  flange  areas. 

Our  unit  stresses  are  f^  = 5.00  tons;  f^.  =:  6.00  tons;  fp^ 
= 5.0  tons ; f^g  = 4.50  tons  ; f^t,  = 9-0  tons ; and  using  14" 
flange  plates,  the  ratio  of  length  to  width  of  flange  (sup- 
posing the  flange  tmstayed  in  its  length)  will  be  32  -j- 
= 27.43,  whence  compressive  unit  stress  f^  is  reduced  to 

5.00  5.00 

Pc  7^—; T-,  = = 4-35  tons. 


1 + 


5000 


(2743) 


[.150 


This  will  be  the  maximum  permissible  unit  stress  on  the 
upper  flange. 


188 


POTTSVILLE,  PENNA.,  U.  S.  A. 

We  then  have  given 

1 = span  centre  to  centre  of  end  bearings  = 32  feet, 
h = effective  height  =:  40"  = 3^  feet, 
w = load  per  linear  foot  = — 4.0  tons. 

Then  bending  moment  at  any  point  x from  left  abutment 
is  given  by 

— = Yx(32  — x)  = 2.0^32  x — x2^ 
For  bending  moment  at  centre  of  span  we  have 
X = — in  the  equation  ^1  — x^ 

i.e., 

wF  4.0  X X 

M = — ^ ^ =512  ft. -tons  = 6144  in, -tons. 

0 0 

Whence  flange  stress  at  centre  of  span  is 

M.  6144  . 

= = 153.60  tons. 

h 40 

The  flange  section  required  at  centre  of  span  to  resist 
compression  is 

6144  . , 

Y = jr  = 35-31  square  inches  gross. 

Pch  4.35  X 40"  i ^ 

The  flange  section  required  at  centre  of  span  to  resist 
tension  is 

M.  6144  ^ ^ 

rt  = -? — 77  = 25.60  square  inches  nett. 

fjh  6.0  X 40 

For  compression  flange — i.e.,  for  upper  flange — use 

Sq.  in. 

2 angle  irons,  6"  X X 4^  pounds  per  yard  = 9.60 

5 flange  plates,  14"  X 1”  = 26.25 

Total  gross  section  used  in  upper  flange  = 35-^5 

189 

POTTSVILLE  IRON  AND  STEEL  CO., 


For  tension  flange — i.e.,  the  lower  flange — use 

2 angles,  6"  X X 4^  pounds  per  ’ 

yard  = 9,60 

Deduct  4 holes,  i"  diameter  X ¥'  = 2.00  = 7.60 

4 plates,  14  X f = 21.00 

Deduct  4 (2  holes,  i"  X I")  = 3-00  = 18.00 

Total  nett  section  used  in  lower  flange  = 25.61 

In  deducting  for  rivet  holes  in  the  tension  flange  to  get 
the  neU  area,  the  rivet  holes  are  taken  larger  than  diam- 
eter of  the  rivet.  In  above  we  have  assumed  rivets; 
whence  holes  are  taken  i"  diameter. 

Having  now  determined  the  sections  to  be  used  at  the 
centre  of  span,  the  next  step  is  to  find  where  the  several 
flange  plates  begin  and  end, — i.e.,  the  lengths  of  the  various 
flange  plates.  The  pair  of  flange  angles  and  the  first  flange 
plate  (the  first  flange  plate  is  the  one  next  the  flange  angles) 
extend  from  end  to  end  of  girder,  and  the  other  flange  plates 
should  extend  about  two  rivet  pitches  beyond  the  points 
where  they  should  stop  theoretically.  In  order  to  determine 
these  points,  we  take  the  general  equation  for  the  section 
required  at  any  point  distant  x from  left  abutment, — viz.. 


Pch  2 p^h 


32  X — x^ 
7-25 


_ 4.0X  (32  — x) 

“ 2 X 4.35  X 3^ 

I 32  X — x2  I 


i.e.,  square  inches  required  at  any  point  x of  the  girder 


I 32  X — x2 1 


where  x is  taken  in  feet.  Now,  to  find  the 


29 

point  where  the  second  flange  should  begin,  equate  the  areas 
of  the  two  flange  angles  and  first  flange  plate, — viz.,  9.60 
-f-  5.25  = 14.85  square  inches  to  (32  x — x‘^)  ; i.e.. 


Whence 


14.85  (32  X — X2) 

32  X 107.66  — o 


190 


POTTSVILLE,  PENNA.,  U.  S.  A. 


i.e.,  X = i6  ± ■/  256  — 107,66  = 16  ztV  148.34 
= 16  ± 12.18  = 3.82'  or  28.18' 


These  are  distances  which,  measured  from  one  end  of  the 
effective  span,  give  the  two  points  at  which  the  second  flange 
plate  begins  and  ends;  it  is,  therefore,  24.36  feet  long  nett. 

From  the  above  an  expression  can  be  deduced  which  is 
general, — viz.. 


where  x is  the  distance  in  feet  from  centre  of  end  supports 
to  the  point  where  it  is  necessary  to  add  another  flange  plate, 
and  Qj."  is  the  sectional  area  just  at  the  point  x ; w is  the 
load  per  linear  foot  of  girder;  p^  is  the  unit  stress  in  com- 
pression ; h is  the  height  in  feet. 

The  foregoing  is  for  the  compression  flange,  and  p^  is  the 
compressive  unit;  and  hence  is  the  gross  sectional  area 
at  the  point  x. 

To  adapt  the  expression  to  the  tension  flange,  change  p^, 
to  fj,  and  consider  as  the  nett  sectional  area  at  the  point 
X, — i.e.,  for  tension  flange, 


To  continue  with  upper  flange.  For  the  point  where  it 
is  necessary  to  begin  the  third  flange  plate.  The  area  of 
the  two  flange  angles  and  the  first  and  second  flange  plates 
is  9.60  -|-  5.25  -f  5.25  = 20.10  □"  ; i.e.,  □/=  20.10,  and 


_ 2 X 4-35  X 3.^  _ 29 


w 4.0  4 


191 


POTTSVILLE  IRON  AND  STEEL  CO., 


X = I6  ± V - 19X20.10 

= i6  dz  1/  256  — 145.72 

= 16  ±2  V 110,28  = 16  ± 10.50  = 5.5'  or  26.50' 

whence  third  plate  is  26.5. — 5.5  = 21.0'  long  nett. 

To  find  the  length  of  the  fourth  flange  plate.  The  area 
of  the  two  flange  angles  and  the  first,  second,  third  flange 
plates  is  9.60  -h  3 X 5-25  = 25-35  □/  = 25.35; 

whence 

x = I6±^j  ^ ^ (25.35^ 

= 16  ± X 256 — 183.78 
= 16  zt  V 72,22  = 16  dr  8.50  - 7.50'  or  24.50' 

whence  fourth  flange  plate  is  24.50  — 7.50  = 17.0'  long  nett. 

To  find  the  length  of  the  fifth  or  last  flange  plate.  The 
area  of  the  two  flange  angles  and  the  first  four  flange  plates 
= 9.60  -j-  4 X 5-25  = 30.60  i.e.,  = 30.60;  whence 

x=i6dr^/^i6^  —^^30.60^ 

= 16  dr  X 256  — 221.84 
= 16  dr  X 34.16  = 16  dr  5.84  = 10.16'  or  21.84' 

whence  fifth  flange  plate  is  21.84  — 10.16  = 1 1.68'  long  nett. 
Conclusion : • 

First  flange  plate,  14  X 1 5 length  of  girder. 

Second  flange  plate,  14  X f ? 24.36'  long  nett,  make  25^' 
long. 

Third  flange  plate,  14  X 21.00'  long  nett,  make  22^' 
long. 

Fourth  flange  plate,  14  X s’  i7-Oo'  long  nett,  make  i8|' 
long. 

Fifth  flange  plate,  14  X I-  n.68'  long  nett,  make  13J' 
long. 

The  above  lengths  are  just  abotit  the  proper  lengths;  the 


i 192 


POTTSVILLE,  PENNA.,  U.  S.  A. 


actual  “ bill”  length  can  be  determined  when  we  fix  on  the 
pitch  of  the  rivets  in  each  panel. 

Another  way  to  determine  the  lengths  of  flange  plates  is  as 
follows  : 

The  centre  section  required  in  upper  flange  is 

I—,  // 

□c" 


Transposing, 


8p,h 

PcMDcl 
8 w 


ii)' 


2 p,h 


This  is  the  equation  of  a parabola,  in  which  we  may  con- 
sider 1 and  as  variables,  and  calling  — = y. 


2 p^h 


where  y represents  the  distance  from  the  centre  of  span  to 
point  corresponding  to  Q".  See  diagram,  page  194. 

Similarly,  if  we  are  considering  the  lower  or  tension 
flange. 

To  illustrate,  as  this  is  an  inverse  method. 

The  = 35.31  Q".  Now,  2 angles  and  4 flange  plates 
= 9.60  4 X 5-25  = 30.60  whence  difference  = 

35-31  — 30-60  = 4-8i. 

Then  

-i/  2 Pcl^  ,/—  2X4-35  X3i  ,/— 

y=  V ^w— \ 7A y X 


4.0 


= X =2.69l/ir 

but  X for  flange  plate,  or  Jii'st  plate  on  top,  = 4.81 


29 


193 


POTTSVILLE  IRON  AND  STEEL  CO., 


I 


Lengths  of  flange  plates  should  exceed  the  above  nett  , 
lengths  by  about  two  rivet  pitches  at  each  end.  Flange 
angles  and  first  flange  plates  should  extend  full  length  of 
the  girder. 


POTTSVILLE,  PENNA.,  U.  S.  A. 


Whence 

y = 2.69  |/  4 gi  — 2.69  X 2.19  = 5.89' 

half  length  of  top  plate  = 5.89';  whence  length 
of  top  flange  plate  = 11.98  feet  nett. 

Now,  for  the  fourth  flange  plate,  or  the  second  plate  from 
top,  = 4.81  5.25  = 10.06  Q",  or,  as  we  saw  before, 

35.31  — 30.06  =:  10.06  Q”;  then 


y — 2.69  f 10.06  = 2.69  X 3-17  = 8.53' 

i.e.,  full  length  of  fow'th  flange  plate  = 2 X 8.53  = 17.06 
feet  nett. 


For  the  third  flange  plate,  or  third  plate  from  top,  □"  = 
10.06  + 5.25  =:  15.31. 


or  full  length  of  third  flange  plate  = 2 X iO-52  = 21.04 
feet  nett. 

For  the  second  flange  plate,  or  fourth  plate  from  top,  Q" 
= 15.31  X 5.25  = 20.35  then 

y = 2.69  |/  20.35  = 2.69  X 4-51  = 12.13' 

or  full  length  of  second  flange  plate  = 2 X 12.13  =r  24.26 
feet ; and  the  first  flange  could  stop  at 

y = 2.69  X 1/  25.60  = 2.69  X 5-o6  = 13.61 

or  full  length  of  first  flange  plate  = 2 X i3-6i  = 27.22'; 
but  we  will  continue  this  plate  from  end  to  end  of  girder. 
Now,  for  lower  flange  plates,  use  the  expression 


The  nett  sectional  area  required  at  centre  of  span  is  25.60  1 

square  inches,  and  from  plates  used  we  have  the  following 
values  of  square  inches, — viz.,  ' 


y — 2.69  1/  13.31  = 2.69  X 3-91  = 10-52' 


195 


POTTSVILLE  IRON  AND  STEEL  CO., 


For  fourth  flange  plate,  14  X f?  = 4*5 

lowest  plate. 

For  third  flange  plate,  2 — 14  X f » D''  = 9-0 

For  second  flange  plate,  3 — 14  X |>  i3-5 

For  first  flange  plate,  4 — 14  X f>  □"  = 18.0  Q"; 
i.e.,  plate  next  flange  angles. 

And  

' w ’ 4.0  ^ 

Then  general  expression  becomes  y = 3.16  X Q". 

Y or  fourth  flange  plate,  Q"  = 4.5  nett;  then 

y = 3.16  = 3.16  X 2.12  = 6.70' 

i.e.,  half  length  = 6.70',  whence  full  length  — 2 X 6.70 
= 13.40'  long  nett. 

For  third  flange  plate,  Q"  = 9.0  Q"  nett;  then 
y = 3.16  = 3.16  X 3-0  = 948' 

i.e.,  half  length  = 9.48',  or  full  length  = 2 X 94^  = 18.96' 
long  nett. 

For  second  flange  plate,  Q"  = 13.5  Q"  nett;  then 
y = 3.i6  /“i3:5  = 3.16  X 3-67  = ii-6o' 

i.e.,  half  length  = 11.60',  whence  full  length  = 2 X H-6o 
= 23.20'  long  nett. 

For  first  flange  plate,  Q"  = 18.00  Q"  nett;  then 

y = 3.i6  3.16  X 4-24=  1340' 

i.e.,  half  length  = 13.40',  or  full  length  = 2 X 134°  = 
26.80'  long  nett.  But  the  first  flange  plate,  being  next  to  the 
flange  angles,  it  should  extend  the  full  length  of  girder. 

Conclusion : 

First  flange  plate,  14  X I > required  length  = 26.80' 
nett ; make  full  length. 

Second  flange  plate,  14  X f 5 required  length  = 23.20' 
nett;  make  25.0'. 


196 


POTTSVILLE,  PENNA.,  U.  S.  A. 


Third  flange  plate,  14  X f 5 required  length  = 18.96' 
nett;  make  20.5'. 

Fourth  flange  plate,  14  X f > required  length  = 13.40' 
nett;  make  i5-0'. 

The  above  lengths  are  about  the  proper  lengths  to  be  used ; 
the  actual  “ bill”  lengths  can  be  determined  when  the  pitch 
of  rivets  in  each  panel  is  known,  and  a drawing  is  made. 

To  determine  the  thickness  of  the  web  sheet  in  each  panel, 
we  will  need  the  shear  at  centre  of  each  panel. 

To  determine  the  diameter  and  pitch  of  the  rivets  in  each 
panel,  we  will  find  the  shears  at  each  panel  point,  and,  deter- 
mining the  diameter  and  pitch  of  rivets  at  these  points,  will 
continue  such  pitch  to  next  panel  point  towards  the  centre 
of  span.  In  other  words,  the  pitch  of  the  rivets  in  any  panel 
will  be  determined  by  the  shear  at  the  end  of  such  panel 
towards  abutment. 

The  general  expression  for  the  shear  at  any  point  is 


Then  shear  at 

Supports,  X = o ; whence  = 4 X 16  = 64.00  tons. 
Centre  of  first  panel,  x = 2.0';  whence  F2  = 4 X ^4  = 

56.00  tons. 

First  panel  point,  x = 4.0';  whence  F^  = 4 X 12  = 48.00 
tons. 

Centre  of  second  panel,  x = 6.0' ; whence  F^  = 4 X 
= 40.00  tons. 

Second  panel  point,  x = 8.0' ; whence  Fg  = 4 X 8 = 

32.00  tons. 

Centre  of  third  panel,  x = lo.o';  whence  Fj^  = 4 X ^ 
= 24.00  tons. 

Third  panel  point,  x =z  12.0';  whence  F^2  = 4X4  = 

16.00  tons. 

Centre  of  fourth  panel,  x = 14.0';  whence  F^^  = 4 X 2 
= 8.00  tons. 

Fourth  panel  point,  or  centre  of  span,  x = 16.0';  whence 
F^.  = 4 X o = o tons. 


197 


POTTSVILLE  IRON  AND  STEEL  CO., 


To  resist  the  crippling  of  the  web  sheet,  the  unit  stress 
should  be  determined  from 

5.0  tons 


1 + 


I /h\2 


3000  \ 


r)’ 


where  h may  be  taken  as  the  distance  in  the  clear  between 
the  flange  angles,  and  which  here  = 40"  — 2X4^^  = 32"; 
and  t is  the  thickness  of  the  web  in  inches. 

We  will  use  no  web  sheet  less  than  f"  thick;  whence  for 


h 


ps 


t=  I";  y = then  p^ 

t = xV'; 

t=  i";  4=^4;  then  Pj 


t = iV'; 


t=  f";  -r  = 5i;  then  p 


5-0 


341 

5-0 


2.78 

5-0 


2.37 

5-0 


2.08 

5-0 


:.87 


1.47  tons  per  sq.  in. 
1.80  tons  per  sq.  in. 
2.1 1 tons  per  sq.  in. 
2.40  tons  per  sq.  in. 
2.69  tons  per  sq.  in. 


Now,  at  any  panel  centre,  we  should  have  ppsht  = F^; 
whence  F 

where  t and  h are  in  inches.  If  we  take  t in  inches  and  h 
in  feet,  the  above  becomes 


12  . Pps  . t 


i.e.,  12  . Pp3  . t = shear  at  centre  of  panel  divided  by  the 
height  in  feet  = shear  per  foot  at  centre  of  panel. 

Now 

12  . pp3 . t for  f"  web  = 12  X 147  X I = 6.62  tons  per  foot ; 
and 

12  . pp3 . t for  web  = 12  X i-8o  X tV  = 945  tons  per  foot ; 
and 


198 


POTTSVILLE,  PENNA.,  U.  S.  A. 


I2.Pps 

t for  y web 

12  X 2.1 

IXI  = 

: 12.66 

tons 

per 

foot ; i 

and 

I2.Pps 

. t for  yY'  Aveb 

— 

= I2X2-40Xt¥^ 

= 16.2 

tons 

per 

foot ; j 

and 

j 

I2.Pps 

. t for  1"  web  : 

12X2.69X1  = 

: 20.18 

tons 

per 

foot.  j 

And 

at  centre  of 

j 

First 

panel,  F^ 

h 

= 56.00 

^s¥  = 

: 16.80 

tons 

per 

foot.  j 

Second 

panel,  F^^h- 

h 

= 40.00 

s¥  = 

: 12.00 

tons 

per 

foot.  j 

Third 

panel,  F^  h- 

h 

--  24.00 

-^s¥  = 

: 7.20 

tons 

per 

foot. 

Fourth 

panel,  F^^  ^ 

h 

= 8.00 

: 2.40 

tons 

per 

foot. 

Now,  remembering  that  in  any  case  12  . Pp^ . t = we 
can  use,  by  inspection  of  above, 

In  first  panel,  a web. 

In  second  panel,  a web. 

In  third  panel,  a web. 

In  fourth  panel,  a f"  web. 

For  in  first  panel  we  require  a resistance  of  1 6.80  tons 
per  foot,  and  by  using  a web,  we  have  16.20  tons  per 
foot.  In  second  panel  we  require  a resistance  of  12.00  tons 
per  foot,  and  by  using  a web,  we  have  12.66  tons  per 
foot.  In  third  panel  Ave  require  a resistance  of  7.20  tons 
per  foot,  and  by  using  a f"  web,  we  have  6.62  tons  per  foot, 
which  is  close  enough.  In  fourth  panel  we  require  a resist- 
ance of  2.40  tons  per  foot,  and  using  no  web  less  than  |" 
thick,  we  have  6.62  tons  per  foot. 

It  is  desirable  to  make  as  few  joints  in  the  web  as  possible, 
even  at  the  expense  of  weight  of  iron  ; so  we  will  use  a 
Aveb,  extending  from  end  of  girder  to  the  second  panel  point, 
and  a web  between  the  second  panel  points,  from  each 
end.  'Ihere  will  then  be  but  two  joints  in  web,  and  at  points 
where  the  shear  = 32.00  tons ; for  at  the  distance  x = 8, 

^8  = 4 X 8 = 32-00  tons.  The  splice  will  be  proportioned 
after  we  have  determined  the  diameter  and  pitch  of  the 
rivets. 

To  determine  the  diameter  and  pitch  of  the  rivets.  The  1 
number  of  rivets  per  foot  required  at  any  point  distant  x 


199 


10 


POTTSVILLE  IRON  AND  STEEL  CO., 

from  the  abutment  = shear  per  foot  at  the  point  divided  by 
the  allowable  stress  on  the  rivet, — i.e.^ 


n per  foot  = 


Now  shear  per  foot  at  the  point 

X =o,  or  end  of  girder  = 64  tons  3^'=  19.20  tons 
per  foot. 

X = 4.0',  or  first  panel  point  = 48  tons  3^'  = 14.40 
tons  per  foot. 

X = 8.0',  or  second  panel  point  = 32  tons  ^ 3^'  = 9.60 
tons  per  foot. 

X = 12.0',  or  third  panel  point  = i6  tons  -i-  3^'  = 4.80 
tons  per  foot. 

X = 16.0',  or  fourth  panel  point  = o 3^'  = o. 

And  using  rivets ; a y rivet  in  double  shear  between 
the  flange  angles  at  4,5  tons  per  square  inch  = 2 X 2.70 
= 5.40  tons.  (See  Table  of  Shearing  Value  of  Rivets.) 
And  a rivet  in  a web,  with  a bearing  unit  of  9.0  tons 
per  square  inch,  has  a value  of  4.43  tons.  (See  Table  of 
Bearing  Value  of  Rivets.)  Also,  a in  a f"  web  has  a 
bearing  value  of  2.95  tons.  Whence  the  bearing  values  in 
both  cases  of  and  f"  web  is  less  than  the  shearing  values, 
and  we  see  the  allowable  stress  a in  the  panels  which  have 
a yY'  web  is  4.43  tons,  and  in  the  panels  which  have  a f" 
web  is  2,95  tons ; then 


In  first  panel. 


n per  foot 


19.20 


443 


4.33; 


i.e.,  we  require  4J  rivets  diameter  per  foot;  whence 
12'' 

pitch  = — j-  ■=  2.77",  which  we  can  call  2f". 

4i 

In  second  panel,  having  a web, 

n per  foot  = — — — 3.25  = 3.69"  pitch  say,  3^"  pitch. 
443 


200 


POTTSVILLE,  PENNA.,  U.  S.  A. 


In  third  panel,  having  a f"  web, 
9.60 


n per  foot 


2-95 


3-25  = 3-69"  pitch,  say  3J"  pitch. 


In  fourth  panel,  having  a f"  web. 


n per  foot  z=  z=  1.625  = 7.38"  pitch,  say  6"  pitch, 

because  the  flange  plates  being  f"  thick,  the  pitch  in  them 
to  angles  (the  rivets  “ breaking  joint”  with  those  in  flange 
angles  to  web)  is  limited  to  16  X f = 6". 


Whence  we  have  i 

I 


In  first  panel,  web  -j-y' ; pitch  = 2|"  in  flange  angles  to 
web. 

In  second  panel,  web  pitch  = in  flange  angles 
to  web. 

In  third  panel,  web  f" ; pitch  = 3I"  in  flange  angles  to 
web. 

In  fourth  panel,  web  f" ; pitch  = 6"  in  flange  angles  to 
web. 

And  the  pitch  in  flange  plates  to  flange  angles  will  be  the 
same  in  each  panel  as  above,  and  “ break  joint”  with  them. 
But  the  flange  plates  being  14"  wide,  and  the  horizontal  leg 
of  the  flange  angles  being  6"  wide  each,  there  should  be 
two  lines  of  rivets  in  each  horizontal  leg,— z>.,  four  lines 
of  rivets  in  the  flange  plates ; whence  the  pitch  of  rivets  on 
each  line  should  be  double  the  pitch  of  rivets  in  the  vertical 
leg  of  angle  to  web  in  the  panel  under  consideration,  and 
so  arranged  that  no  more  than  two  holes  are  deductive  in 
each  angle  iron,  for,  in  proportioning  the  tension  flange,  a 
deduction  for  two  holes  is  made  in  each  angle  iron. 

Now  for  the  joint  between  the  and  f"  webs,  at  the 
point  8.0  feet  from  abutment.  The  shear  at  this  point  is 

32 

Fg  = 4 (16  — 8)  =:  32.0  tons.  The  shear  per  foot  = — = 

33 

9.60  tons  per  foot.  The  shearing  unit  on  plate  fpg  = 5.oo 
tons ; whence  we  need  = 6.4  -square  inches  nett  area  in  a 
vertical  section  of  the  splices.  These  splices  are  40  — 2 
X 4 = 32"  long  in  height,  and  one  on  each  side  of  web. 


I 


201 


POTTSVILLE  IRON  AND  STEEL  CO., 


The  nett  sectional  area  of  these  splices  is 

2 1 32  — number  of  rivet  holes  in  the  height  of  32" |t", 

where  t is  the  thickness  of  each  vertical  splice  plate.  Now, 
the  number  of  rivets  required  on  each  side  of  the  vertical 
joint  in  the  vertical  dimension  of  splice  is  = 32.00  tons 
allowable  stress  on  the  rivet  = 32.00  2.95  ==  1 1,8,  say  12 ; 

the  allowable  stress  being  for  bearing  in  f"  web,  that  being 
less  than  the  shearing  value  of  a rivet  in  double  shear. 


Then  pitch  required  vertically 


30^^ 

12  rivets 


2 1",  say  2f"; 


or,  as  plate  is  32"  long,  and  extreme  rivet  holes  should  be 
1^"  from  ends,  we  have  a height  of  32  — 2 X = 29"; 
and  having  12  rivets,  there  are  ii  spaces;  whence  spacing 
or  pitch  = 'll  =:  2.63",  if  evenly  pitched  = say  2|". 

The  stiffeners  may  be  made  of  3^-"  X ?>h''  X angle 
irons,  two  at  each  panel  point,  and  on  opposite  sides  of  web. 

At  the  intermediate  panel  points,  where  no  splice  occurs, 
the  “ fillers”  between  vertical  stiffening  angles  and  web 
sheet  are  3I"  X 3^"  long  in  height,  being  same  as 
thickness  of  flange  angles.  At  splice  in  web,  the  splices  are  ] 
7"  X 3'^"  long  in  height,  and  on  them,  one  on  each  side  ! 
of  girder,  is  a 3J"  X 3j  ^ X angle  iron  stiffener,  as  at  i 
other  points.  There  are  two  vertical  lines  of  rivets,  4"  apart  ‘ 
horizontally,  the  vertical  pitch  being  2^",  as  determined  ! 
above.  At  ends  of  girder  over  supports  there  should  be  , 
two  pairs  of  stiffeners,  as  per  sketch,  the  distance  apart  of 
which  is  governed  by  thickness  of  wall  on  which  the  girders 
rest.  For  girders  bearing  such  heavy  loads  as  this,  the 
“filler”  plate  should  extend  from  back  to  back  of  the  pair  ‘ 
of  stiffeners.  Thus,  if  bearing  were  i8"  wide,  the  stiffeners 
back  to  back  would  be  18";  and  the  “fillers”  could  then  be 
18"  X 32"  high,  one  on  each  side  of  web.  The  distance  ! 
apart,  centre  to  centre  of  stiffeners,  would  then  be  15"==  | 
say  five  spaces,  at  3"  each;  and  the  vertical  pitch  in  the 
stiffeners  could  be  3"  likewise. 

If  there  were  but  one  pair  of  stiffeners  over  end  support,  | 
and  but  one  line  of  rivets  vertically,  the  pitch  should  be  the 


202 


POTTSVILLE,  PENNA.,  U.  S.  A. 


same  as  determined  for  first  panel, — viz.,  2|".  Taking  the 
girder  33'. 6"  long  from  end  to  end,  the  approximate  bill  and 
weight  of  this  girder  is  as  follows,  bearing  in  mind  that  the 
web  sheets  should  be  less  in  height  than  the  distance  out 
to  out  of  angles,  to  allow  for  inequality  of  sheared  edges 
of  web,  and  the  lengths  of  the  web  plates  less  in  length, 
for  a like  reason  : 


Upper  flange.  Two  6"  X A”  X i"  angles,  48  pounds 
per  yard,  33'. 6"  long 


Lbs. 

1070 


One  plate,  14  X 33'-6"  long  ' 
One  plate,  14  X f?  25'. 6"  long 
One  plate,  14  X f > 22'. 6"  long  - 
One  plate,  14  X 18'. 6"  long 

One  plate,  14  X long  ^ 


1 1 3I  linear  feet.  2000 


Lower  flange.  Two  6"  X 4-"  X angles,  48  pounds 

per  yard,  33'. 6"  long 1070 

One  plate,  14  X |,  33'-6"  long 
One  plate,  14  X f ? 25'.o"  long 
One  plate,  14  X f>  2o'.6"  long 
One  plate,  14  X fj  long 


94  linear  feet  . 1660 


Rivet  heads,  1st,  in  flange  plates  to  angles. 

16  lines  I"  rivet  heads,  5^"  pitch,  g^'  long  'i 

16  lines  I"  rivet  heads,  7"  pitch,  16' long  j-  . . 200 

16  lines  I"  rivet  heads,  12"  pitch,  8'  long  J 


2d,  in  flange  angles  to  web. 

4 lines  rivet  heads,  2|"  pitch,  gl'  long  '1 
4 lines  I”  rivet  heads,  3J"  pitch,  16' long  j-  . , 100 

4 lines  !■"  rivet  heads,  6"  pitch,  8'  long  J 

Two  ends  over  supports. 

Eight  3^"  X SV  X I"  angles,  24.9  pounds  per 

yard,  3'.3" 

Four  plates,  18"  X Y ■>  long 

Twenty  lines  rivet  heads,  3"  pitch,  3J'  . . . 


203 


215 

325 

55 


POTTSVILLE  IRON  AND  STEEL  CO., 

Four  stiffeners.  L^s. 

Eight  3^"  X S¥'  X I"  angles,  24.9  pounds  per 

yard,  ^'-3"  215 

j Eight  bars,  3^"  X ¥'>  2'.8"  long 125 


Eight  lines  rivet  heads,  3"  pitch,  3^'  . . . . 25 

Two  splices. 

Four  3^"  X S¥'  X f angles,  24.9  pounds  per 

yard,  3'.3" 105 

Four  flats,  7"  X ¥' ^ 2'.8"  long 125 

Eight  lines  rivet  heads,  2|"  pitch,  3^' ....  25 


j Three  web  sheets. 

i Two  plates,  39|"  X tV'»  8'.8^"  = 1285  pounds  | 

! One  plate,  39|"  X '=  790poundsi 

i 
i 

I Flanges  . 

I Ends  . . . 

I Stiffeners  . 

S Splices  . . 

• Web  sheets 

! 

i 9390 

I The  bearing  pressure  on  brick  walls  should  not  exceed 
I 8.0  tons  per  square  foot,  and  if  the  above  girders  rest  on 
! brickwork,  the  bearing  area  needed  is  -=  8,0  square  feet 

! =1152  square  inches.  This  would  require  a stone  5.0  feet 

; long  if  the  wall  be  18”  wide,  for  60  X 18  = 1080  square 
inches. 

I 

For  such  heavy  girders  there  should  be  a pilaster  built 
under  the  ends,  and,  covering  it  and  the  wall,  should  be  set 
I a stone  block  not  less  than  5"  thick. 

I On  stone,  the  bearing  should  not  exceed  300  pounds  per 
) square  inch ; whence  area  of  plate  required  under  ends  of 
the  girder,  between  it  and  the  stone,  is  64  tons  ^0.15  tons 
= 427  square  inches,  say  18"  wide,  24"  long,  which  equals 
432  square  inches.  Its  thickness  should  be,  for  such  a heavy 
girder,  i".^ 


9390 

Lbs. 

6100 

595 

365 

255 

2075 


204 


POTTSVILLE,  PENNA.,  U.  S.  A. 


EXAMPLE  II. 

DOUBLE-WEBBED  PLATE  GIRDER; 

i.e.,  a Box  Girder. 


j Taking  the  same  effective  span,  height,  and  load  as  in 
I Example  I.,  we  have 

I 1 = 32'.o". 

1 h = 3'.4"  = 40". 

w = 4.0  tons. 

j = 512  foot-tons  = 6144  inch-tons. 

I As  the  width  of  a single  top  flange  plate  may  not  exceed 
! thirty  times  the  distance  centre  to  centre  of  rivets  across  the 

I plate,  allowing  2"  from  centre  of  each  rivet  hole  to  edge  of 
I plate,  for  a 

i f"  plate,  maximum  width  = 30  X I + ^ X 2"  = 15.25". 

plate,  maximum  width  = 30  X i ^ X 2"  = 19.00". 

I plate,  maximum  width  = 30  X f + 2 X 2"  = 22.75". 

f " plate,  maximum  width  = 30  X f + 2 X 2"  = 26.50". 

If,  then,  we  use  a 20"  plate,  its  distance  across  centres  of 
rivet  holes  will  be  about  16",  and  its  thickness  must  be 
= 0.53";  or,  we  might  say,  the  minimum  thickness  of  first 
flange  plate  = Y • The  ratio  of  length  of  girder  to  width 
of  flange  = 32  -4-  if  = 19, 


, I / 

= 1.120  -44; 

I H ( I 

5000  V 

Pc 


which  is  the  maximum  permissible  stress  on  upper  flange. 
Then  required  at  centre  of  upper  flange 


M 


6144 


6144 


Pch"  4-47  X 40  178.8 

and  LH/'  required  at  centre  of  lower  flange 
6144  6144 


^ = 34.36  □"  gross. 


6 X 40  240 


= 25.60  □"  nett. 


205 


li| 


li 

f 


11 

I 


I! 

li 


i 


i 


POTTSVILLE  IRON  AND  STEEL  CO., 

For  compression  flange — z.e.,  the  top  flange — use 

Sq.  in. 

2— 3l  X X i angles,  33.6  lbs.  per  yard  = 6.72 

I first  top  plate,  20  X i = 10.00 

I second  top  plate,  20  X i = 10.00 

I third  top  plate,  20  X f = 7-50 

Total  gross  section  used  in  upper  flange  = 34-22 

For  tension  flange — t.e.,  the  lower  flange — use 

Sq.  in.,  nett. 

2— 3^  X 3i  X J angles,  33.6  lbs.  per  yard  = 6.72 

Deduct holes,  i"  X = 1.00=  5.72 

3 flange  plates,  20  X f = 22.50 

Deduct  3 (two  holes,  i"  X f)  = 2.25  = 20.25 

Total  nett  section  used  in  lower  flange  = 25.97 

To  determine  lengths  of  upper  flange  plates,  we  have 

^ 7-45  y"  □"=  2.73  1/  □" 

For  third  top  flange  plate,  O"  = 34.36  — 26.72  = 7.64 
then  y = 2.73  4/  7-64  = 2.73  X 2.76  = 7-53';  whence 
full  nett  length  = 2 X 7-53  = i5-o6  feet. 

1 

For  second  top  flange  plate,  Q"  = 34-36  — 16.72  = 17.64 
Q",  then  y = 2.73  17.64  = 2.73  X 4-20  = 1 1.47';  whence 

full  nett  length  = 2 X H-47  = 22.94  feet. 

For  first  top  flange  plate,  Q"  = 34.36  — 6.72  = 27.64 
then  y = 2.73  4/  27.64  = 2.73  X 5-26  = 14.36' ; whence 
full  nett  length  = 2 X ^4-36  = 28.72  feet.  This  plate,  how- 
ever, must  extend  the  full  length  of  girder  from  end  to  end. 

For  lengths  of  lower  flange  plates,  we  have 

^ 1 2 f h'  / / 2 X 6 X 3s  / 

y-v  ; '/□"-V  ^ 

= l/  10  1/  □"=3.16  1/  □" 

206 

POTTSVILLE,  PENNA.,  U.  S.  A. 


For  third  flange  plate,  Q"  = 25.60  — 19.22  = 6.38  Q", 
then  y = 3.16  -j/  6.38  = 3. 16  X 2.53  = 7-99' ; whence  full 
nett  length  = 2 X 7-99  = 15-98  f^^t. 

For  second  flange  plate,  Q"  = 25.60  — ■ 12.47  = 
then  y = 3.16  X"iXi3  = 3-l6  X 3*62=  11.44';  whence 
full  nett  length  =;  2 X H-44  = 22.88  feet. 

For  first  flange  plate,  Q"  = 25.60  — 5.72  = 19.88  Q", 
then  y ==  3.16  = 3.16  X 4-46  = 14.09' ; whence 

full  nett  length  = 2 X 14.09  = 28.18  feet.  This  plate,  how- 
ever, should  extend  full  length  of  girder  from  end  to  end. 

Conclusion : 

Upper  flange. 

First  flange  plate,  20  XJ;  required  length  ==  28.72'; 
make  full  length. 

Second  flange  plate,  20  X J 5 required  length  = 22.94'; 
make  24'. 6". 

Third  flange  plate,  20  X f 5 required  length  = 15.06'; 
make  16'. 6". 

Lower  flange. 

First  flange  plate,  20  X 1 5 required  length,  28.18';  make 
full  length. 

Second  flange  plate,  20  X f j required  length,  22.88'; 
make  24'. 6". 


Third  flange  plate,  20  X required  length,  15.98';  make 
I7'.6". 


The  shears  per  foot  on  each  web  sheet  at  centre  of  panels 
are 

In  first  panel,  16.80  ~ 2 =z  8.40  tons  per  foot. 

In  second  panel,  12.00  -f-  2 = 6.00  tons  per  foot. 

In  third  panel,  7.20  2 = 3.60  tons  per  foot. 

In  fourth  panel,  2.40  2 = 1.20  tons  per  foot. 


207 


POTTSVILLE  IRON  AND  STEEL  CO., 


where  h = 40  — 2X3j  = 33”  and,  considering  f"  as  the 
minimum  thickness  to  be  used,  we  get  for 

t = I"  ; = 88 ; then  Pp^  = = 1.40  tons  per  sq.  in. 


t=xV'; 

t = ; Y = 66 ; then  Pp 


5.00 


2.92 

5.00 


2.45 


1. 7 1 tons  per  sq,  in. 
2.04  tons  per  sq.  in. 


and 

12  Ppgt  for  f"  M^eb  = 12  X 1-40  X f = 6.30  tons  per  foot, 
and 

12  Ppgt  for  web  = 12  X XtV  = 9-®*^ 
and 

12  Ppgt  for  web  — 12  X 2.04  X J = 12.24  tons  per  foot. 

Now,  remembering  that  12  Pp^t  should  equal  or  exceed 

F 

we  can,  by  inspection  of  above,  proportion  the  web 
sheets. 

In  first  panel,  need  8.40  tons  per  foot  resistance.  A ^y' 
web  has  9.00  tons  ; whence  use  ^y'  web  in  first  panel.  In 
second  panel,  need  6.00  tons  per  foot  resistance,  A f"  web 
has  6,30  tons ; whence  can  use  f"  web  in  second  panel. 
And  as  no  web  sheet  may  be  less  than  f",  all  other  web 
sheets  are  f". 

We  shall  splice  the  web  at  the  second  panel  point,  so  use 
a plate  for  each  web,  from  o to  8'  from  centre  of  end 
supports,  and  a f"  web  between  the  second  panel  points 
from  each  end.  There  will  then  be  but  two  splices  in  each 
web,  and  at  a point  where  the  shear  is  16.00  tons  on  each 
web,  or  a total  of  32.0  tons  per  girder. 


To  determine  the  rivet  diameter  and  pitch, 

Zx 

r h 

n per  foot  = 


208 


POTTSVILLE,  PENNA.,  U.  S.  A. 


Now  shear  per  foot  on  eac/i  web  at  the  point 

X = o,  or  end  of  girder  = 19.20  2 = 9.60  tons  per  foot. 

X = 4',  or  first  panel  point  = 14.40  2 = 7. 20  tons  per  foot. 

X = 8',  or  second  panel  point  = 9.60  2 = 4.80  tons  per  foot. 

X = 12',  or  third  panel  point  = 4.80  -^2  = 2.40  tons  per  foot. 
X = 16',  or  fourth  panel  point  = 0 = 0 tons  per  foot. 

Using  rivets ; a rivet  in  single  shear  in  connexion 
of  flange  angle  to  web  at  4.5  tons  per  square  inch  = 2.70 
tons.  And  a rivet  in  a web  at  9.0  tons  per  square 
inch,  has  a bearing  value  of  3.44  tons ; also,  a rivet  in  a 
-|  plate  has,  at  9.0  tons  per  square  inch,  a bearing  value  of 
2.95  tons.  Whence,  the  shearing  value  being  the  less  in 
each  case,  the  allowable  stress  a on  the  rivets  in  all  the 
panels  is  2.70  tons. 

In  the  first  panel  we  have 

9.60 


per 


foot 


3-56 


= 3-37”,  say  3' 


2.70 

which  equals  a pitch  of 
12 

In  the  second  panel  we  have 
7 20 

n per  foot  = ~ = 2§  = 4U'  pitch. 


In  the  third  panel  we  have 
4.80 


per 


foot 


2.70 

Result  in  each  web. 


.78  = 6|",  say  use  6"  pitch. 


First  panel,  web  pitch  = 3"  in  flange  angle  to  web. 

Second  panel,  web  ^y',  pitch  = in  flange  angle  to  web. 

Third  panel,  web  pitch  = 6"  in  flange  angle  to  web. 

Fourth  panel,  web  pitch  = 6"  in  flange  angle  to  web. 

Maximum  pitch  in  flanges  = 16  X f = whence  no 
pitch  greater  than  6"  throughout  girder.  Whence  in  flange 
plates. 

Over  first  panel,  pitch  3",  and  “ breaking  joint”  with  those 
in  web, 


209 


POTTSVILLE  IRON  AND  STEEL  CO., 


‘ breaking  joint”  with 
breaking  joint”  with 


Over  second  panel,  pitch  4J",  and 
those  in  web. 

Over  third  panel,  pitch  6",  and  ‘ 
those  in  web. 

Over  fourth  panel,  pitch  6",  and  “ breaking  joint”  with 
those  in  web. 

For  the  joint  between  the  and  f"  web,  the  shear  on 
each  web=  16.00  tons;  the  allowable  stress  a on  the  rivet 
being  due  to  single  shear  = 2.70,  then  number  of  rivets 

required  on  each  side  of  the  vertical  joint  = = 5.9, 

say  6 required. 

The  height  of  the  splice  plate  being  40  — 7"  = 33" ; then 
pitch  required  vertically  = -y  z=:  5.5".  This  we  will  make 
4^",  to  agree  with  pitch  in  the  adjoining  panels.  The  splice 
plate  we  will  make  7 X 33^^  two  rows  of  rivets. 


All  stiffeners  will  be  3"  X 7)'  X have  fillers  of 

3"  X Y ^ 33"  the  splice  we  will  use  two  stiffeners, 

3”  X 3”  X f oil  web,  and  set  back  to  back. 

At  the  end  supports  will  use  three  stiffeners  of  3"  X 3”  X 
I"  angle  iron  on  each  web,  and  one  filler  plate,  18  X 33" 
long  in  height,  and  the  vertical  pitch  in  each  will  make  4^". 
If  we  used  but  one  stiffener  here,  the  pitch  would  have  to 
be  3",  the  same  as  in  first  panel  of  flange  rivets.  The  bear- 
ing plate  will  be  as  in  Example  I., — viz.,  i8"  X ^4-''  X 
Taking  the  girder  33'.6"  long,  out  to  out,  the  approximate 
bill  and  estimated  weight  will  be 

Lbs. 

Upper  flange.  Two  3J"  X 3¥'  X ¥'  angles,  33.6 

pounds  per  yard,  33'.6"  long 75° 

One  plate,  20  X h 33'-^"  long  I 

One  plate,  20  X ¥ 24'-6"  long  |-  74J  linear  feet.  2,365 
One  plate,  20  X i6'.6"  long  J 

Lower  flange.  Two  3J"  X 3¥'  X ¥'  angles,  33.6 

pounds  per  yard,  33'.6"  long 75° 

One  plate,  20  X h 33' long 

One  plate,  20  X f,  24'-6"  long  \ 75J  linear  feet.  1,910 
One  plate,  20  X h long 


I 


POTTSVILLE,  PENNA.,  U.  S.  A. 

Rivet  heads,  ist,  in  flange  plates  to  angles. 

8 lines  f"  rivet  heads,  3"  pitch,  9^-'  long 
8 lines  rivet  heads,  4^^"  pitch,  8'  long  j-  . . 165 

8 lines  rivet  heads,  6"  pitch,  16'  long  J 

2d,  in  flange  angles  to  web. 

8 lines  rivet  heads,  3"  pitch,  9^'  long  'j 
8 lines  rivet  heads,  pitch,  8'  long  . . 165 

8 lines  rivet  heads,  6"  pitch,  16'  long  J 

Two  ends  over  supports. 

Twelve  angles,  3 X 3 X s">  21.6  pounds  per 


yard,  3'.3" 280 

Four  plates  18"  X ¥'>  -‘9"  33° 

Forty  lines  y rivet  heads,  4J"  pitch,  3J'  long  . 75 

Four  stiffeners  per  web. 

Eight  angles,  3 X 3 X 21.6  pounds  per  yard, 

3'-3" 185 

Eight  bars,  3 X ^'.9" no 

Sixteen  lines  y rivet  heads,  4-^-"  pitch,  3^'  long  . 30 

Two  splices  in  each  web. 

Eight  angles,  3 X 3 X 21.6  pounds  per  yard, 

3'-3" 185 

Four  flats,  7 X 2'. 9" 130 

Sixteen  lines  y rivet  heads,  4J"  pitch,  3^'  long  . 30 


Six  web  sheets. 

Four  plates,  39I  X 8'.  8^"  = 2040  \ 

Two  plates,  39^  X i = 1580  i — ’ 

11,080 


Lbs. 

Flanges 

Ends 

685 

Stiffeners 

325 

Splices 

345 

Web  sheets 

1 1 ,080 

Whence  box  girder  of  same  depth  as  single-webbed  girder 
weighs  18  per  cent.  more.  This  is  due  principally  to  limiting 
the  web  sheets  to  a minimum  thickness  of  ■§". 


21 1 


POTTSVILLE  IRON  AND  STEEL  CO., 


BUCKLED  PLATES. 


Buckled  plates  are  rectangular  or  square  wrought  iron  or 
steel  plates,  shaped  under  the  hammer,  so  as  to  have  a slight 
convexity  in  the  middle  and  a flat  rim  around  the  four  sides, 
called  the  “ fillet.”  They  are  so  placed  that  ihe  convex  part 
is  compressed  and  the  flat  fillet  stretched;  and  when  they 
are  crippled,  it  is  usually  by  the  convex  part  crushing. 

The  plates  in  general  use  are  made  most  frequently  3 feet 
square,  the  curvature  about  2",  and  the  fillets  about  2".  The 
thickness  varies  from  to  f",  the  plates  being  amply 
sufficient  for  floors  of  buildings.  The  plates  are  those 
used  for  roadway  bridge  floors,  under  a heavy  road  covering. 

The  stiffness  of  buckled  plates  is  as  the  square  of  the 
thickness,  and  inversely  as  the  curvature.  According  to  the 
table  of  safe  loads  published  by  the  inventor,  Mr.  Mallet,  a 
36"  square  buckled  plate  has  the  following  values  for  varying 
thicknesses : 

thickness,  safe  load  per  plate  = 5,600  pounds, 
thickness,  safe  load  per  plate  = 10,000  pounds. 
tV'  thickness,  safe  load  per  plate  = 14,000  pounds, 
f"  thickness,  safe  load  per  plate  = 20,000  pounds. 

In  using  these  plates,  they  generally  rest  on  the  upper 
flanges  of  beam,  to  which  they  are  riveted,  and  the  trans- 
verse joints  between  the  buckled  plates  are  covered  by  X 
irons,  with  a minimum  horizontal  flange  of  4".  These 
± irons  are  also  riveted  to  the  fillets.  An  iron  platform  is 
then  formed,  thoroughly  connected  together;  and  on  this 
surface  is  laid  a concrete  covering,  if  for  building  purposes. 
If  for  bridge  roadway,  asphalt  covering  is  used, 'on  which 
is  laid  the  Belgian  block  roadway. 

It  is  easily  seen  that  the  widths  of  the  flanges  of  the 
beams  on  which  the  buckled  plates  rest  should  not  be  less 
than  about  4". 


212 


POTTSVILLE,  PENNA.,  U.S.  A. 


The  actual  dimensions  of  a buckled  plate  for  3'.o"  spacing 
of  beams,  showing  the  rivet  pitch,  etc.,  are  given  by  the  fol- 
lowing sketch.  The  rise  or  convexity  of  this  plate  is  rather 
larger  than  usual.  A rivet  spacing  of  lo"  is  quite  close 
enough. 

In  laying  the  plates,  the  transverse  joints  “break  joint” 
with  one  another.  The  sketch,  however,  shows  them  in  the 
same  transverse  line. 

The  weights  of  36"  square  buckled  plates  are  as  follows : 
thick,  45  pounds  per  plate;  yV'  7^  pounds  per 

plate;  thick,  90  pounds  per  plate ; thick,  115  pounds 
per  plate  ; f"  thick,  135  pounds  per  plate. 


POTTSVILLE  IRON  AND  STEEL  CO.,  ! 


BUCKLED  PLATE  FLOORS. 


A very  excellent  floor  is  made  by  using  buckled  plates  on 
the  floor  joist,  instead  of  brick  arches  between  them. 

The  buckled  plates  are  generally  3 feet  square  and 
thick,  and  are  riveted  to  the  top  flanges  of  the  I beam  joist, 
which  are  likewise  spaced  3 feet  apart.  Over  the  transverse 
joints  of  the  buckled  plates  are  riveted  ± irons.  The 
transverse  joints  should  generally  “ break  joint”  with  the 
adjacent  ones.  Above  the  buckled  plates  is  concrete,  the 
top  surface  of  which  should  be  about  i"  above  the  crown 
of  the  buckled  plate, — that  is,  about  4"  above  the  top  flanges 
of  beams.  (See  sketch,  page  213.)  If  the  transverse  joints 
of  plates  be  in  one  line,  the  JL  iron  may  be  made  in  one 
continuous  length. 

The  weight  of  a floor  of  this  kind,  with  a ceiling  hung 
to  the  bottoms  of  the  beams,  will  be  about  60  pounds  per 
square  foot,  which  is  10  pounds  /ess  than  the  weight  of  floor 
formed  of  brick  arches  between  the  beams,  and  covered 
with  concrete  up  to  a little  above  level  of  tops  of  beams. 

One  great  advantage  of  using  a buckled  plate  floor  is  that 
the  beams  are  stayed  laterally,  and  their  tabular  capacity  can 
always  be  used. 

Another  advantage  is  that,  by  the  thorough  binding  to- 
gether of  the  entire  floor  system,  it  is  likely  to  be  much 
more  rigid  than  other  floors  designed  for  same  loads. 

In  cases  where  ceilings  are  necessary,  they  may  be  hung 
to  bottom  of  beams,  by  means  of  wire  netting,  with  the 
usual  fastenings;  or  small  joist  may  be  laid  transversely 
between  the  beams  and  the  ceiling  attached  thereto. 

In  ordinary  warehouses  there  is  generally  no  need  for 
ceilings.  In  such  cases,  the  floor  load  due  to  beams,  buckled 
plates,  and  concrete  covering  may  be  taken  50  pounds  per 
square  foot,  instead  of  60  pounds,  as  given  above. 


214 


POTTSVILLE,  PENNA.,  U.  S.  A. 


Suppose  we  have  a floor  area  of  63'  X ^8'  inside  of  walls. 
If  we  divide  it  into  four  spaces  lengthwise  by  three  girders, 
making  the  two  central  spaces  16'. o",  then  the  two  end  spaces 
from  centre  of  girder  to  centre  of  wall  will  be  i6'.o".  Into 
these  girders  frame  floor  joist  spaced  3'  apart,  and  running 
lengthwise,  then  there  will  be  6 spaces  in  the  width,  of  3'.o" 
each.  The  buckled  plates  next  the  wall  will  be  carried  on 
channels  of  same  depth  as  the  floor  joist,  and  around  the 
inner  edge  of  all  walls  will  be  a 4"  X 3"  X angle  iron 
(the  4"  leg  set  vertically),  to  confine  the  concrete.  These 
angles  set  over  the  fillets  of  the  buckled  plates. 


In  each  panel,  then,  there  will  be  five  lines  of  I beams 
lengthwise  of  area,  and  two  lines  of  channels  next  the  long 
way  of  the  wall.  There  are  also  three  transverse  girders 


\ into  which  are  framed  the  five  lines  of  I beams  and  two 
lines  of  channels.  Suppose  we  wish  the  floor  to  carry  an 
extraneous  load  of  100  pounds  per  square  foot,  the  weight 
, of  the  buckled  plate  floor  being  60  pounds  per  square  foot, 
‘ the  total  load  per  square  foot  will  be  160  pounds. 

Each  floor  joist  will  then  carry  3'  wide  X pounds  X 
16'  long,  or  48  square  feet  at  160  pounds  ==  3.84  tons.  As 
these  joists  are  stayed  laterally  by  the  buckled  plates,  we  can 
use  the  full  tabular  capacity,  and  looking  in  the  tables  at 
the  16'  span  line,  we  find  that  an  S"  I beam  of  iron,  65 
. pounds  per  yard,  will  carry  4.25  tons,  and  the  deflexion  is 


215 


POTTSVILLE  IRON  AND  STEEL  CO., 


0.46".  The  channel  iron  against  wall  will  carry  but  one- 
half  the  load  on  the  beams ; whence  from  tables  we  find 
that  an  8"  channel  of  iron,  40  pounds  per  yard,  will  answer, 
as  its  safe  load  is  2.25  tons,  and  deflexion  0.50". 

Each  transverse  girder  carries  an  area  of  16'  X ^8'  = 
288  square  feet.  This,  at  160  pounds  per  square  foot,  has  a 
load  of  23.04  tons.  The  effective  span  of  the  girder  is 
about  19',  and  looking  at  19'  span  line  in  the  tables,  we  find 
there,  if  the  upper  flange  is  stayed  laterally,  that  a 15"  I beam 
of  iron,  250  pounds  per  yard,  will  do,  as  it  carries  22.73 
tons  (which  is  close  enough  to  the  load  required),  and  has 
a deflexion  of  0.33".  Or,  looking  in  the  Tables  of  Steel 
Beams,  we  find  that  at  19'  span,  a 15"  I beam  of  20.00 
square  inches  area, — i.e.,  202  pounds  per  yard, — will  do,  as 
it  carries,  when  flange  is  stayed,  25.32  tons. 

In  framing  the  8"  floor  joist  into  the  15"  I beam  girder, 
if  the  top  flanges  are  placed  on  the  same  level,  the  flanges 
of  girder  can  be  considered  stayed.  The  joist,  however, 
may  be  framed  into  girder  4"  below  the  bottom  of  its  top 
flange,  in  which  case  the  top  of  concrete  is  level  with  top 
of  girder.  In  this  case  the  flange  of  girder  beam  cannot  be 
considered  as  stayed.  Assuming  the  girder  flange  5J",  the 

19  X 12. 


ratio  of  unstayed  length  to  flange  width  is 


5? 


about  40 ; whence  tabular  loads  must  be  multiplied  by  0.88, 
— that  is  to  say,  we  can  only  place  an  extreme  fibre  stress 
of  6.90  tons  on  the  steel  beam,  instead  of  7.8  tons,  the 
tabular  fibre  stress. 

Since  f qh  S = M^,  and 

23.04  X 20  X 12  . . , 

Mq—  — — = 691.2  inch-tons, 


we  get 


691.2 


fqh  6.9X0.3X15 


22.26  square  inches ; 


i.e.,  we  need  a 15"  steel  I beam,  22.26  square  inches  area, 
or  225  pounds  per  yard. 

The  ends  of  all  beams  which  rest  on  walls  should  have 


216 


POTTSVILLE,  PENNA.,  U.S.  A. 


loose  bearing  plates  of  iron,  say  8"  square,  and  say  f"  thick. 
Also  there  should  be  riveted  on  the  webs  two  angle  irons, 
to  form  “ check  angles.” 


An  approximate  estimate  for  this  floor  will  read  as  follows  : 
1st.  Girders  with  flanges  not  stayed. 


Lbs. 


90 

7,050 


880 


Three  steel  I beams,  15"  deep,  225  pounds  per  yard, 

1 9'.  6"  long 4,390 

Six  bearing  plates,  12  X f,  l^-O"  long  .......  90 

Twelve  “check”  angles,  3 X 3 X f angles,  21.6 

pounds  per  yard,  12"  long 

Ten  floor  joist,  8"' iron  I beams,  65  pounds  per 

yard,  16'. 6"  long 

Ten  floor  joist,  8"  iron  I beams,  65  pounds  per 

yard,  i6'.o"  long 

Four  floor  joist,  8"  iron  channels,  40  pounds  per 

yard,  1 6'. 6"  long 

Four  floor  joist,  8"  iron  channels,  40  pounds  per 

yard,  16'. o"  long  

Fourteen  bearing  plates,  8 X f , o'-8"  long  .... 

Twenty  check  angles  on  8"  I beams,  3 X 3 X f 

angles,  o'. 6"  long 75 

Four  check  angles  on  8"  channels,  3 X 3 X f an- 
gles, o'. 6"  long 15 

One  hundred  and  twenty  buckled  plates,  36"  square, 

thick,  at  90  pounds  each 10,800 

Ninety-six  transverse  joint  covers,  4 X 2 X ¥ J-’s, 

24  pounds  per  yard,  3'.o"  long . 2,305 

162  linear  feet  of 

Two  lines,  63'  each,  curb  angles 
Two  lines,  18'  each,  curb  angles 


850 

95 


4X3X1  an- 
gle iron,  24.9 
lbs.  per  yard  . 1350 

Connexions  of  joist  to  girders  contain  72  pieces  3 X 

3 X f angles,  21.6  pounds  per  yard,  o'.6"  long  . 260 


Allowance  for  rivet  heads 


28,250 

350 


28,600 


217 


POTTSVILLE  IRON  AND  STEEL  CO., 


Lbs.  per 
Lbs.  sq.  ft. 

Girders,  bearings,  and  check  angles.  4,570  = 4.03 

Floor  joist,  bearings,  check  angles, 

and  connexions 9,225  = 8.14 

Buckled  plates,  ± covers,  and  rivet 

heads 13,455  = 11.87 

Curb  angles i,350  = 1.19 

28,600  = 25.23 

Area  of  floor  surface  = 63'  X '^9'  — ^34  square  feet. 


2d.  Girders  with  top  flanges  stayed,  by  the  joist  being  so 
framed  into  them  that  all  top  flanges  are  on  same  level. 

On  page  216  we  found  that  a 15"  steel  I beam,  202  pounds 
per  yard,  would  answer,  and  previous  estimate  is  changed 
only  in  the  weight  of  the  three  steel  girders ; whence  it 
would  now  read 

Lbs.  per 
Lbs.  sq.  ft. 

Girders,  bearings,  and  check  angles.  4,120  = 3.63 

Floor  joist,  bearings,  and  check  an- 
gles   9,225  8.14 

Buckled  plates,  X covers,  and  rivet 

heads 13,455  = 11.87 

Curb  angles i,35o  = 1.19 

28,150  = 24.83 


Suppose  the  floor  joist  are  laid  in  direction  of  short  length 
of  floor  area;  then  there  will  be  21  spaces  of  3'  each, — i.e., 
20  floor  joist,  19'  span,  2 joist  of  channels,  19'  span.  Each 
joist  will  carry  1 8 X 3 X pounds  = 4.32  tons. 

Looking  at  19'  span  line  in  the  tables,  we  find  that  we 
can  use  a 9"  iron  I beam,  85  pounds  per  yard,  as  this  will 
carry  a safe  load  of  5.05  tons,  and  has  a deflexion  of  0.57”. 
Looking  in  steel  tables,  we  find  that  an  8"  I beam  of  steel, 
65.75  pounds  per  yard,  will  sustain  a safe  load  of  4. 91  tons, 
and  has  a deflexion  of  0.75".  Now,  this  .75"  deflexion  is 
greater  than  -jL"  per  foot  of  span.  If,  then,  we  dare  not 
exceed  the  limit  of  per  foot  = 0.6^",  we  shall  have  to 


reduce  the  safe  load  to 


0-63 

0-75 


X 4.91  = 0-^3  X 4-91  = 4.08 


218 


POTTSVILLE,  PENNA.,  U.S.  A. 


tons.  This  is  less  than  4,32  tons,  the  load  required  to  be 
carried,  whence  we  shall  have  to  use  a heavier  beam.  A 9" 
I beam  of  steel  7o|  pounds  will  answer,  since  its  deflexion 


being  0.74,  we  shall  have  to  take 


0-63 

0.74 


= 0.85,  its  tabular 


load  = 0.85  X 5-^^^  =4*30  tons.  Thus  we  can  use,  having 
a plaster  ceiling,  a 9"  iron  beam,  85  pounds  per  yard,  or  a 
9"  steel  beam,  7o|  pounds  per  yard. 

We  will  use  for  the  intermediate  joist  9”  I beams  of  steel, 
70^1  pounds  per  yard,  and  for  the  joist  next  walls,  9"  iron 
channels,  42.75  pounds  per  yard,  as  they  will  carry  2.72 


4.32 

tons,  a little  more  than  the  required  load  of =2.16 

tons. 

The  approximate  weight  is  as  follows  : 

Lbs. 

Twenty  9"  steel  I beams,  7o|  pounds  per  yard,  19'. 6" 

long 9,200 

Two  9"  iron  channels,  42I  pounds  per  yard,  ig'.6" 

long , 550 

Forty-four  bearing  plates,  8 X I > o'. 8”  long  ....  300 

Forty-four  check  angles,  3 X 3 X f angles,  21.6 

pounds  per  yard,  o'. 6" 160 

Buckled  plates,  126,  at  90  pounds  apiece Hj340 

Transverse  joint  cover's,  120',  4 X 2 i f , 3.0'  long  . 2,880 

Curb  angles,  as  in  Estimate  1st Ij350 

Allowance  for  rivet  heads 350 


26,130 


Lbs.  per 

Lbs.  sq.  ft. 

Floor  joist,  bearings,  and  check 

angles  . * 10,210  = 9.00 

Buckled  plates,  ± covers,  and 

rivet  heads i4;57o  = 12.85 

Curb  angles 1,350=  1.19 

26,130  = 23.04 


A saving  of  over  8 per  cent,  in  weight,  which  is  likewise 
an  8 per  cent,  saving  in  dollars  and  cents,  as  steel  beams 
cost  no  more  per  pound  than  iron  ones. 


219 


] 

POTTSVILLE  IRON  AND  STEEL  CO., 


TRUSSED  GIRDERS. 


Given  a trussed  girder  whose  span  centre  to  centre  of  end 
pins  is  32  feet,  whose  depth  is  3J  feet  centre  to  centre  of 
chord  pins,  and  carrying  a load  of  4.0  tons  per  linear  foot. 
From  these  dimensions  we  have  tangent  (j)  = io|  -h  1+  = 
3,20,  and  secant  (j)  = ~ lof  = 3.35. 

The  load  on  eacli  post,  Bb,  B'b',  is  42§  tons,  since  each 
carries  the  load  due  to  one-half  a panel  length  on  each  side 
of  it.  This  stress  of  42§  tons,  coming  down  the  post  Bb,  is 
resolved  at  pin  b on  the  chord  bars  bb',  and  on  the  diagonal 
bars  Ab.  On  the  chord  bars  bb'  the  stress  is  42§  X tan.  (j)  = 
42f  X 3-2  = 136.53  tons.  On  the  diagonals  Ab  the  stress 
is  42I  X (j)  = 42f  X 3-35  = 143.06  tons.  This  last, 
coming  through  the  pin  A,  is  resolved  on  the  upper  chord, 
and  is  42I  X tan.  cp  = 136.53  tons,  which  is  the  thrust  from 
A to  A'.  Whence  we  have  the  following  stresses ; 

In  upper  chord,  AB,  BB',  B'A',  42§  X tan.  ^ = 136.53  tons. 
In  lower  chord,  bb',  42f  X tan.  (p  = 136.53  tons. 

In  diagonal  bars,  Ab  and  A'b',  42§  X sect,  (p  = 143.06  tons. 
In  vertical  posts,  Bb  and  B'b',  42!  tons  = 42I  tons. 

The  unit  stress  f^  for  compression  is  as  given  before, — viz., 
if  tons  (2  -f  (^)  = if  X 3 = 5-00  tons. 

The  unit  stress  for  rolled  bars  is  10  per  cent,  greater  than 
that  given  for  shape  iron  in  tension, — viz.,  it  is  2.2  tons 
(2  -(-  6)  = 6.60  tons,  <p  being  as  formerly  given,  the  ratio 
of  the  minimum  to  the  maximum  stress  in  the  piece.  As 
this  is  all  dead  load  in  the  case  under  consideration,  ^ = i. 

For  the  posts  Bb  and  B'b'.  Assume  them  made  of  two 
9"  channels,  laced  together.  The  least  radius  of  gyration  is 
in  plane  of  stress,  and  is  about  3f " ; then  the  length  centre 

1 40 

to  centre  of  pins  being  40",  the  ratio— = ^=12.  The 
ends  are  “ pin  ends.”  Whence 


220 


POTTSVILLE,  PENNA.,  U.  S.  A, 


reduced  unit  stress, 


5.00 


= 4.96  tons ; 


I + 


I 

20,000 


whence  section  required  is 


— ^ = 8,60  square  inches. 
4.96 


Can  use  two  9"  channels,  46  pounds  per  yard  = 9.20  square 
inches. 

For  the  lower  chord  bars,  bb',  the  stress  is  136.53  tons, 
and  the  unit  stress  6.60  tons ; whence  section  required  is 
136.53  ^ 6.60  =:  20.68  square  inches  nett.  Use  four  eye 
bars,  5"  X i”  = ,20.00  square  inches  nett. 

For  the  diagonal  bars,  Ab  and  A'b',  the  stress  is  143.06 
tons,  and  the  unit  stress  is  6.60  tons ; whence  section  re- 
quired is  143.06  6.6  = 21.68  square  inches  nett.  Use 

four  eye  bars,  5"  X 21.25  square  inches  nett. 

For  the  upper  chord  panels  AB,  BB',  B'A'.  In  each  panel 
the  .stress  is  the  same,  and  is  136.53  tons;  but  each  panel, 
beside  having  a longitudinal  thrust  of  136.53  tons,  has  also 
to  sustain  cross  stress,  due  to  a load  of  4.0  tons  per  linear 
foot.  For  the  end  panels  AB',  A'B',  we  may  consider  the 
beam  as  fixed  at  the  ends  B and  B',  and  merely  supported 
at  the  ends  A and  A'.  The  maximum  moment  under  such 
a condition  is  at  the  end  B and  B', — viz.,  at  the  pins  B and 
B', — and  is  given  by 

M =3  — ' - =3  = 56^  foot-tons  =3  682.5  inch-tons. 

8 8 

The  middle  panel  BB'  we  may  consider  as  having  “fixed 
ends,”  and  under  such  condition  the  moment  at  centre  of 
BB'  panel  is 


The  unit  stress  at  a panel  point  may  be  taken  as  f^  = 5.00 
tons.  The  unit  stress  at  the  centre  of  a panel  is  dependent 


WF  4 X o /-  r 1-1 

= — 2-  — 18.96  foot-tons  =3  227^  inch-tons. 

24  24 


221 


POTTSVILLE  IRON  AND  STEEL  CO., 

upon  the  ratio  of  its  length  to  the  least  radius  of  gyration. 
Assuming  a 20"  chord,  r may  be  taken  f X 20  = 7-5"; 
when 

1 lof  X 12  128 

7i  7i 

Then  the  reduced  unit  stress  is 

5.00 

which  for  “ fixed  ends”  is 

5-00  0 

Pc  = ;r^2  = 4ftons. 

1+  (17) 

40,000  \ / 

The  section  required  at  B and  B'  is  then 

s-  5,o{o6-53+  qh  1 

Now  qh  may  be  taken  one-third  the  height  = 6|";  then 

S=  5 0(136.53+  5 0(136.53 + 102  37 1 

= 27.31  -|-  20.47  = 47-7^  square  inches  required.  | 

The  section  required  at  centre  of  BB'  panel  is 

s = 4 ( .36.53  + ^?}  = 71  ( -36.53  + 34..^  } i 

= 29.25  -f-  7.31  — 36.56  square  inches  required. 

The  section  required  at  B,  47.78  square  inches,  is  then  the 
maximum,  and  we  shall  have  to  make  this  section  constant 
throughout  the  chord. 

Making  a chord  20"  wide,  and  21"  deep  out  to  out,  the 
thickness  of  flange  plate  must  be  = say  J",  16"  being 

222 

POTTSVILLE,  PENNA.,  U.  S.  A. 


the  width  centre  to  centre  of  rivets  across  the  flange  plate. 
We  can  then  use 

Sq.  in. 

One  top  flange  plate,  20  X J 10.00 

Two  vertical  web  plates,  20  X i ....  20.00 
Four  flange  angles,  5"  X X ^ibout 

45  pounds  per  yard 18.00 

Total  section  used 48.00 

For  the  centre  of  inertia  of  this  section  S = 48.00;  wt  =: 
10.00  square  inches ; h t = 21".  Then  E = X = 
0.2083  X = 2.18". 

The  estimated  weight  of  this  trussed  girder  is 

Lbs. 

Upper  chords,  battens,  lacing,  thickening, 


and  bearings 6,750 

Two  vertical  posts,  channels,  lacing,  thick- 
ening   460 

Four  lower  chord  bars,  5"  X ....  950 

Eight  diagonal  bars,  5"  X 2,000 

Six  pins,  4^"  diameter,  and  pin  nuts  . . . 600 


10,760 

As  the  upper  chord  segment  is  made  in  one  continuous 
segment  from  A to  A',  and  of  constant  section,  it  would  be 
nearer  the  truth  to  consider  our  girder  as  three  spans  of  a 
continuous  beam,  each  span  being  lof  feet.  Taking  wl  = 
4.0  X lof  = 42§  tons  as  a factor  of  shear  and  moment,  we 
would  have  (remembering  here  we  call  1 = = io|) 

Reactions.  A and  A!  = — _4_  ^ io|  _ 17.07. 

B and  B'  = li  wl  = UX  io|  = 46.93- 

Moments.  At  A and  A'  = o. 

At  B and  B'  = yL  wF  = X 42|  X X 
12  = 546.13  inch-tons. 

At  centre  of  AB  panel  = wF  = X 4^1 
X io|  X 12  = 409.6  inch-tons. 

At  centre  of  BB'  panel  = Jy  wF  = yL  X 42f 
X lof  X 12  = 136.53  inch-tons. 


223 


POTTSVILLE  IRON  AND  STEEL  CO., 

Now  for  stresses  due  to  truss  action. 

On  the  posts  Bb,  B'c',  :=  46.93  tons. 

On  the  lower  chord  bars,  bb',  46.93  X 3-2  = 150.18  tons. 
On  the  diagonal  bars,  Ab,  A'b',  46.93  X 3-35  = 157-27  tons. 

Unit  stress  in  end  panel. 


Pc 


5.00 


+ (17)' 

30,000  V / 

Unit  stress  in  centre  panel. 


= 4.56  tons. 


5.00 

Pc  = T-^  = 4f  tons. 

I -j- ( ^7  ) 

40,000  \ / 

Unit  stresses  at  pin  points  B and  B'  = 5.00  tons  = f^. 
j For  the  posts  Bb,  B'b',  we  can  take  same  unit  stress  as 
! before, — z.e.,  4.96  tons;  then  46.93  4.96  = 9,46  square 

I inches  required.  May  use  two  9"  channels,  48  pounds  per 
! yard  = 9.60  square  inches. 

For  the  lower  chord  bars  we  need  150.18  -f-  6.6  = 22.75 
square  inches  nett.  Use  four  bars,  5X1^  = 22.50  square 
inches. 

For  the  diagonal  bars  we  require  157-27  6.6  = 23.83 

I square  inches  nett.  Use  four  bars,  5"  = IjX'  = 23.75 
square  inches. 

I For  the  upper  chord  we  would  require,  bearing  in  mind 
I that  qh  = ^ X 20  =:  6f", 

At  centre  of  AB  panel, 

i S = ^{  136.53 + = + ^'-44} 

= 32.93  -j-  13.47  = 46.40  square  inches. 


At  panel  point  B, 


s = — V36.53 

= 30.04  X 16.36  = 46.40  square  inches. 


224 


POTTSVILLE,  PENNA.,  U.  S.  A. 


At  centre  of  panel  BB', 


S 


136.53  + 


136.53] 

6f  J 


= 32.18  -|-  4.39  = 36.57  square  inches. 


The  maximum  required  is  then  46.40  square  inches,  which 
we  shall  make  constant  from  A to  A'.  Use 

Sq.  in. 


One  20  X i flange  plate 10.00 

Two  20  X I web  plates 20.00 

Four  5 X 3J  X i angles,  41. i pounds  per 
yard 16.44 

Total  section  used 46.44 


' The  estimated  weight  would  then  be 

Lbs. 

Upper  chord,  battens,  lacing,  thickening. 


and  bearings 6,500 

Vertical  posts,  channels,  lacing,  and  thick- 
ening   500 

Four  lower  chord  bars,  5X^8^ 1^050 

Eight  diagonal  bars,  5 X 1+ 2,250 

Six  pins,  4V'  diameter,  and  pin  nuts  . . . 600 


I 

1 

I 


I 

! 


i 

! 


i 


i 

) 


10,900  j 

The  estimated  weight  of  a single-webbed  plate  girder  to  \ 
carry  the  same  load  was  9390  i)ounds  (see  page  204),  and  | 
that  of  a box  plate  girder  was  11,080  (see  page  21 1);  j 
whence  we  have  ; 

Estimated  weight  of  plate  girder  = 9?390  lbs. 

Estimated  weight  of  box  girder  = 11,080  lbs. 

Estimated  Aveight  of  trussed  girder  = 10,900  lbs. 

from  which  it  is  seen  that  the  single-webbed  plate  girder  is  ; 
the  most  economical  in  weight ; it  is  likewise  the  most  | 

economical  of  construction.  • 

Trussed  girders  of  iron,  to  carry  lighter  loads,  may  have 
their  upper  chords  made  of  a pair  of  channels  connected  by 


225 


POTTSVILLE  IRON  AND  STEEL  CO 


a top  flange  plate,  and  the  diagonals  may  often  be  made  of 
square  bars,  with  sleeve  nuts. 

The  central  panel  should  generally,  no  matter  what  the 
loading,  have  adjustable  diagonal  bars,  for  though  not 
needed,  theoretically,  for  an  uniformly  distributed  load,  yet 
are  of  service  to  transmit  the  unequal  loads  caused  by  the 
wall  being  “run  up”  irregularly. 

Small  span  trussed  girders  may  also  be  built  of  timber,  as 
per  sketch.  Each  half  of  the  beam  takes  cross  stress  due 

to  load  on  the  distance  — , as  well  as  the  direct  thrust  caused 
2 

by  the  truss  rod. 

If  T denote  the  direct  thrust  in  tons  on  the  beam ; b,  the 
breadth  of  the  beam ; h,  the  height ; 1,  the  length  of  beam 

centres  of  supports,  then  the  panel  length  is  — and  w the 
load  in  tons  per  linear  foot. 

Then  area  of  beam  required  is  given  by 


Taking  1 the  total  length  in  feet,  as  per  sketch,  and  w 
the  load  in  tons  per  foot,  the  maximum  moment  in  inch-tons, 

M = f . wl2 ; also  qh  = since  for  the  rectangular  sec- 
tion q = and  f may  be  taken  1200  pounds  per  square 
inch  = 0.6  tons. 


Then  area  of  beam  required  is 


where  w is  the  load  per  linear  foot  in  tons ; 1,  the  total  span 
in  feet ; h,  the  height  in  inches ; b,  the  breadth  in  inches ; 
and  T,  the  thrust  in  tons. 


226 


POTTSVILLE,  PENNA.,  U.  S.  A. 


I 


227 


POTTSVILLE  IRON  AND  STEEL  CO., 


FLITCH  BEAMS. 


A flitch  beam  is  one  in  which  are  combined  wooden  beams 
and  rectangular  iron  plates,  the  iron  plates  being  so  bolted 
together  through  the  timbers  as  to  prevent  lateral  deflexion 
of  the  former. 

Let  there  be  n beams  of  timber,  of  h depth  and  b thick- 
ness each,  and  m plates  of  iron,  of  h depth  and  t thickness 
each,  and  so  bolted  to  the  wooden  beams  that  the  full  fibre 
stress  f^  may  be  used  on  the  iron  plates. 

The  moment  of  inertia  of  a rectangular  section  is  I — 
bh-'^  Sh2 

; and  for  symmetrical  sections  q being  equal  to 


2l 

h^’ 


then  q for  rectangular  sections  = 


Now,  from  equation  = f qh  S,  we  may  determine  the 
capacity  of  a flitch  beam. 

It  must,  however,  be  borne  in  mind  that  the  deflexions  of 
each  material  under  its  proportion  of  the  total  load  on  the 
combined  beam  should  be  the  same,  and  as  the  deflexions 
of  two  beams  of  different  material  are  inversely  as  their 
moduli  of  elasticity,  the  fibre  stresses  used  should  be  in 
same  proportion.  The  ratio  of  the  modulus  of  elasticity  of 
iron  is  to  that  of  wood  as  i8  to  i ; whence,  if  we  take  f^ 
for  iron  as  6.0  tons  per  square  inch,  that  for  wood  should 
be  of  6.0  tons, — viz.,  ^'of  a ton  per  square  inch. 
Whence,  for  the  timber  beams, 

M„=fqhS  = iXiXhS=’^ 

but  S — nbh 


then 


M, 


nbli2 


(I) 


228 


POTTSVILLE,  PENNA.,  U.  S.  A. 

And  for  the  iron  plates, 


f S = 6.0  X 6 X h S 
S = mth 

Mq  = mth^ 

Now,  adding  these,  we  get 


hS 


but 

whence 


EM„  = ^+m.h'^  = hd^-  + mt 


(2) 


(3) 


If  w be  the  load  per  linear  unit  on  the  beam,  and  1 the 
effective  span,  then  the  maximum  moment  is  at  centre,  and  is 
wP 


Equating  this  to  (3),  we  get 


8 


{■S  + "'} 


8h2  I nb 

T 


(4) 


1 denoting  by  w,  the  load  in  tons  per  linear  foot,  and  1'  the 
■ length  of  beam  in  feet;  then  wl  will  be  the  total  load  in 
i tons,  and  may  be  written  W,  and  1 = 12  1',  and  equation  (4) 
. will  become 


W 


8h‘^  nb 


12  1' 


f , ] 2 h2  f nb  ) , , 

{i8-  + “‘|=T-T'j-iF+"’q  (5) 


nb 


In  (5)  it  is  seen  that  if  mt  = if  the  total  thick- 

18 

ness  of  the  iron  plates  be  of  the  total  breadth  of  the  timber 
beams, — that  the  total  load  carried  becomes 


W = 


h2 


(6) 


27  1' 

i.e.,  total  load  in  tons  = of  the  ratio  of  the  square  of  the 


229 


POTTSVILLE  IRON  AND  STEEL  CO., 

depth  in  inches  to  the  span  in  feet.  It  is  also  evident  that 
if  we  want  to  double  the  strength  of  a wooden  girder,  we 
should  add  flitch  plates  whose  aggregate  thickness  = the 
breadth  of  the  girder. 

If  r denote  the  ratio  ; then  mt  = r . nb,  and,  substi- 

nb 

tuting  this  in  (5),  we  get 

=f-4' (7) 

Now,  suppose  we  have  two  pieces  of  7"  X forming  a 

girder  of  20  feet  effective  span,  and  it  is  required  to  add  iron 

plates  in  order  to  increase  its  strength  f ; then  18  r should 

10.  , nb  14 

equal  4, — i.e.,  x = — ; whence  mt  = - — = — z=o.^iq". 
^ ’ 27’  27  27  ^ 

Whence 

2X  14  X hI  j ^ 2 1 ^ j2  —8.47  tons; 

3 X 20  X 18  i ^ 3 j ^ ^ ' 

or,  taking  separately,  the  wooden  beams  will  stand  5.08  tons, 
and  the  iron  plates  f X 5-°8  = 3.39  tons. 

Thus,  an  iron  plate  about  y X placed  between  the 

two  wooden  beams  of  7"  X ^4^^  will  add  f to  the  strength 
of  the  wooded  beams,  and  their  deflexions  will  be  alike. 
The  fibre  stresses  under  the  above  loads  will  be,  on  the  iron 
6.0  tons  per  square  inch,  and  on  the  timber  of  a ton  per 
square  inch. 

As  regards  the  deflexion.  The  expression  which  gives 
the  centre  deflexion  for  the  wooden  beams  is 

230 

POTTSVILLE,  PENNA.,  U.  S.  A. 

where  W = total  load  borne  by  the  timber  beams. 

1 = spaiK^f  beams  in  inches. 

E = modulus  of  elasticity  of  timber  = 722|  tons. 

I = moment  of  inertia  of  the  wooden  beams  = 

X nh  X where  nb  = aggregate  breadth 
of  beams,  and  h = height  in  inches. 

Also,  the  deflexion  for  the  iron  flitches  is  given  by 
5 


“ 384 


r w'E  ] 


(9) 


where  W'  = total  load  borne  by  the  flitches. 

1 = span  of  beam  in  inches. 

E'  = modulus  of  elasticity  of  iron  = 13,000  tons. 

I'  = moment- of  inertia  of  the  iron  plates  = x 
mt  X where  mt  = width  of  flitches,  and 


Now,  by  the  hypothesis,  the  deflexion  of  each  material 
of  the  compound  beam  is  the  same, — i.e.,  A =;  ; therefore 

the  ratio 


A _ W I E'  I'  I _ ^ 


whence 


and 


W' 


W = W 


E I 


X{ 


(10) 

(”) 

(12) 


The  value  of  (8)  for  our  example,  in  which  we  have 
1 = 20'  = 240";  h = 14";  nb  = 14";  E = 722I  tons; 


I = 


nbh^  14  X 14 


3201-f,  is 


A = 


— 3 
240 


384  ( 722f  X 320lf 


4 


W = 0.0788  W 


231 


II 


POTTSVILLE  IRON  AND  STEEL  CO, 


but 

whence 


W = 5.08  ^ 

A = 0.0788  X 5-o8  = 0.40" 


And  the  value  of  (9)  should  be  the  same.  Here  we  have 


1 = 20'  240" ; h = 14" ; mt  = .519"  = 


2T ; 


E = 13,000 


tons  ; and  I = 
Then 


.519X14^  14X14^ 


12 


12X27 


118.58 


A ^ 5 I ^40^ I 

1 384  ( 13,000  X 118.58  j 


W'  = 0.1182  W' 


but 

whence 


W'  — 3.39  tons, 

Aj  = o.  1 1 82  X 3 -39  = 040" 

From  (l2)  we  see  that 


mt  = 


W' 

W 


{w} 


(13) 


Whence  the  following  ru/e  : Having  given  in  a certain  span, 
wooden  beams  of  nb  aggregate  thickness,  whose  safe  load  at 
^ ton  fibre  stress  is  W,  if  we  wish  to  add  W'  tons  to  the 
capacity  of  these  beams,  by  adding  iron  flitches  of  same 
depth,  the  thickness  of  such  flitches  is  given  by 


mt  = 


'1^1 


Example.  Given  nb  = 14",  W = 5.08  tons;  and  we 
wish  to  add  W'  = 3.39  tons ; then 


mt 


;-39  [14] 
;.o8  |i8j 


= AxX  = M = o,5I9" 

3/^9  27  ^ ^ 


Also,  having  given  in  a certain  span,  wooden  beams  of  nb 
aggregate  breadth,  whose  safe  load  is  W,  if  we  add  flitch 
plates  of  mt  thickness,  we  will  add  to  the  capacity  of  the 
beams 


232 


POTTSVILLE,  PENNA.,  U.  S.  A. 


Example.  Given  mt  = 0.519,  nb  = 14";  whence 
nit  I , 

— ^ = — ; also  W = 5.08  tons, 
nb  27  ’ 

Then 

W'  = ^ X 5-o8  = 4-  X 5-o8  = 3.39  tons. 


If  we  wish  to  double  the  strength  of  the  wooden  beam  by 
addition  of  flitch  plates,  the  thickness  of  such  plates  will  be 
nb  . 

given  by  mt  = -yg-,  since  W = W . 

Example.  Given  nb  = 14,  W = 5.08  tons ; then 
14  7 

”‘  = 18  = 7 = °-”*" 

which  we  can  check  by  (7) ; for,  in  order  to  double  the 
strength  of  the  beam,  we  should  have  18  r = i,  then  r = 

jtg.;  and,  since  r = then  mt  = r . nb  = = 0.778". 


Substituting  18  r = i in  (7),  and  we  get 

w.|-x£x$x. 


2 X 14  X 14  X 2 
3 X 20'  X 18 


5.08  X 2 = 10.16  tons. 


233 


POTTSVILLE  IRON  AND  STEEL  CO. 


BENDING  MOMENTS  AND  SHEARING  FORCES 

For  different  loads  and  supports. 


BEAMS  FIXED  AT  ONE  END. 


Diagram. 

Maximum 
bending 
moment  at  X. 

Maximum 

shearing 

force. 

Loading. 

i4-  y 

W1 

W 

Load 
at  end. 

[ 

J 

Qw 

1 

QQQQOOO 

;\ 

Wl2 

W1 

Uniformly- 
loaded 
with  W 
lbs.  per 
lineal  foot. 

1 X 

1 

1 

1 

1 

i 1 
1 

1 

1 

1 

1 

1 

1 

1 

.A. 

2 

j< (j  > 

3 

Wli 

w 

Eccentric 

Loading. 

1 

BEAMS  WITH  SUPPORTED  ENDS. 


234 


POTTSVILLE,  PENNA.,  U.  S.  A. 


MOMENTS  OF  INERTIA 

For  Simple  Shapes. 


_ (bh"  — bi  — 4 . bh  . bi  hi  (h  — hi)2 
“■  12  (bh  — bi  hi) 


^Vhere  A = area  of  circle. 


Ah2 

12  12 

Where  A = area  — bh. 


bt3  _ At2 
12  12 

Where  A = area  = bt. 


i 


235 


POTTSVILLE  IRON  AND  STEEL  CO., 


MOMENTS  OF  INERTIA 

For  Compound  Shapes. 


Two  channels,  with  lacing,  arranged  thus  : 


X 


Y 

r 

1 

•X.  0 



.X.0 

etc. 


i 


J 


X 

Line  ab  = neutral  axes  of  channels, 

S = area  of  each  channel. 

Xq  = distance  from  neutral  axis  of  channel  to  axis  of 
compound  shape  YY. 

J = least  moment  of  inertia  of  the  channel. 

I = greatest  moment  of  inertia  of  the  channel. 

Moment  of  inertia,  axis  YY, 

= 2[J  + X„^S] 

Radius  of  gyration,  axis  YY, 

= V--  ts°  = V + -g-  = 1/  ' 

Moment  of  inertia,  axis  XX, 

= 2 I 

Radius  of  gyration,  axis  YY, 

=vi-v|.=.. 


236 


POTTSVILLE,  PENNA.,  U.  S.  A. 


Required  the  least  radius  of  gyration  of  a column  formed 
of  two  lo"  channels,  6o  pounds  per  yard,  placed  6"  apart, 
back  to  back  of  webs,  as  shown  in  figure. 

The  distance  from  back  of  a lo"  channel,  6o 
pounds  to  the  neutral  axis  of  such  channel,  is 
given  by  the  Table  of  Properties  of  Channels  as 
0.69";  therefore  the  distance  from  neutral  axis 
of  channel  to  neutral  axis  of  compound  shape  is 


[-  0.69"  = 3.69".  We  also  find  the  radius  of  gyration 

of  the  channel  ij  to  be  0.79  (see  column  13  of  Table  of 
Properties  above  referred  to). 

Our  formula  is 


• which  for  the  lo"  channel  post  is 

; r = ^3.69^  + 0.792  = 3.77  I 

I The  radius  of  gyration  when  the  axis  is  perpendicular  to  1 
web  is,  for  the  10"  channel,  60  pounds  per  yard,  as  per  j 
table,  3.69”.  ! 

Thus,  we  find  that  the  column  is  slightly  weaker  in  the 
direction  of  plane  of  channels  than  in  a direction  perpen- 
dicular to  such  plane. 

Suppose  we  wish  to  form  a post  of  two  12”  channels,  90 
pounds  per  yard,  and  that  we  desire  to  know  how  far  apart 
in  the  clear  to  place  these  channels  in  order  that  both  radii 
of  gyration  be  the  same.  We  simply  equate  the  expressions 

VK'  + and  rj; 

whence 

I Xq2  = rj  2 i-j  ^ = (i-j  -j-  i-j  ) (rj  — i-j  ) 

Now  for  the  12"  channel,  90  pounds,  the  table  gives  us 
ri  = 4-49;  i-j  = o.89. 

4.49  + 0.89  = 5.38  I 

4.49  — 0.89  = 3.60 
V = 5-38  X 3-6o  = 19.37 
= 1/19-37  = 4-40” 


1 237 


Therefore 

and 

and 

therefore 


POTTSVILL^  IRON  AND  STEEL  CO., 


Now  the  distance  from  back  of  12"  channel,  90  pounds 
to  its  neutral  axis,  is,  as  per  table,  0,84.  Therefore  distance 
of  back  of  channel  from  centre  of  compound  shape  = 

— 0.84  = 4.40  — 0.84  = 3.56".  Thus  channels  should  l)e 
placed  apart  2 X 3-56  = 7- 12",  say  7 inches  in  the  clear. 


TWO  CHANNELS  AND  I BEAM. 


ab  3=  neutral  axis  of  channel. 

Sj  = area  of  channel. 

S2  = area  of  beam. 

= least  moment  of  inertia  of  channel. 

J2  = least  moment  of  inertia  of  beam. 

= greatest  moment  of  inertia  of  channel. 
I2  —’greatest  moment  of  inertia  of  beam. 

Moment  of  inertia,  axis  YY, 


^CL 


Y. 





^l2+2[J  + X,2.SJ 
Radius  of  gyration,  axis  YY, 


Moment  of  inertia,  axis  XX, 

= J2  + 2 Ii 

Radius  of  gyration,  axis  XX, 


238 


POTTSVILLE,  PENNA.,  U.  S.  A. 


Required  the  moments  of  inertia  of  a column,  formed  as 
above,  of  two  lo"  channels,  48  pounds  per  yard,  and  one 
12"  I beam,  125  pounds  per  yard. 

First,  axis  being  YY. 

Maximum  moment  of  inertia  of  12"  I,  125  pounds  = 
279.0.  Least  moment  of  inertia  of  10"  channel,  48  pounds 
= 2.40;  distance  from  back  of  channel  to  neutral  axis  = 
0.59;  whence  = one-half  depth  of  beam  -|-  0.59  = 
6.59- 

Therefore  total  moment  of  inertia  of  column,  the  axis 
being  YY,  is 


The  area  of  compound  section  = 12.5  Q"  2 y(  4.8  = 
22.1  Q".  Therefore  radius  of  gyration,  axis  being  as 
above,  is 


Second,  the  axis  being  XX. 

Least  moment  of  inertia  of  12"  I beam,  125  pounds  = 14-50 

Twice  maximum  moment  of  inertia  of  10"  channel. 


Moment  of  inertia  of  compound  section,  axis  XX  = 144.50 
The  radius  of  gyration  is 


Thus,  around  the  axis  YY  the  compound  section,  formed 
of  one  12"  beam,  125  pounds,  and  two  lo"  channels,  48 
pounds,  is  more  than  twice  as  strong  as  around  the  axis  XX, 
provided,  of  course,  the  condition  of  ends  of  columns  is 
the  same;  as,  for  example,  both  fixed  ends. 


= 279.0  + 2 X 208.45  = 695.90 


48  pounds  = 


130.00 


239 


POTTSVILLE  IRON  AND  STEEL  CO 


BEARING  OF 

GIRDERS  ON  BRICK  WALLS. 


The  pressure  on  a brick  wall  should  not  exceed  8 tons 
per  square  foot;  hence  when  beams  are  used  for  floor  joist, 
their  bearings  on  wall  should  be  so  proportioned  as  not  to 
exceed  the  above  limit.  This  is  conveniently  done  by  means 
of  a loose  f"  plate  of  wrought  iron. 

The  ends  of  girders  and  floor  joist  should  have  “ check 
angles”  at  their  wall  ends,  thus  checking  the  walls  from 
falling  outwards  in  case  of  fire. 

The  depth  which  the  beam  extends  in  the  wall  must  not 
be  less  than  8 inches. 

The  thrust  of  the  brick  arches  is  taken  up  by  tie  rods  f to 
I inch  in  diameter,  spaced  from  5 to  8 apart,  the  holes  for 
which  are  punched  in  middle  of  web. 


GIRDERS  FORMED  OF  BEAMS 


Placed  side  by  side,  and  beams  placed  one  over  the  other,  and 
riveted  along  the  flanges. 


In  supporting  heavy  walls,  the  beams  can  be  placed  side 
by  side,  or  be  coupled,  as  in  the  following  sketches. 

The  width  of  wall  to  be  supported  sometimes  prevents 
the  use  of  more  than  two  beams  under  them ; and  in  such 
cases,  if  two  beams  cannot  be  found  sufficient  to  carry  the 
load,  two  coupled  beams  can  be  used,  as  shown  by  Fig.  2 ; 
or,  if  they  be  found  insufficient,  two  sets  of  three  beams 
each,  placed  one  over  the  other,  can  be  used.  (See  Fig.  3.) 
The  coupled  and  trebled  beams  are  used  in  lieu  of  plate 
girders.  If  plate  girders  be  used,  they  would  be  with  a 
single  web,  and  the  wide  top  flange  necessary  to  carry  wall 
would  make  the  use  of  heavy  vertical  stiffeners  a necessity. 

In  using  coupled  and  trebled  beams,  cast-iron  separators 


240 


POTTSVILLE,  PENNA., 


JTFl  JVP2 


U.S.  A. 


jypj 


are  needed,  and  are  generally  made  of  depth  of  the  com- 


pound  shape.  Between  brick  work  and  top  of  beams  should 
be  placed  a slate  or  granite  plate  2\"  to  5"  thick,  to  get  an 
even  bearing  for  wall.  This  plan  of  carrying  heavy  walls  is 
much  used  by  the  United  States  Government  in  the  Public 
Buildings. 

X 

X 

z 

^ 4 

7i 



Ik  . 

Two  I beams  coupled,  as  in  the  above  sketch.  Required 
the  moment  of  inertia?  Both  beams  being  of  same  depth 
and  weight. 

Let  h = height  of  beam,  then  — = distance  from  centre 
of  inertia  of  single  beam  to  centre  of  inertia  of  compound 


241 


POTTSVILLE  IRON  AND  STEEL  CO., 

shape.  Let  S = area  of  one  beam,  then  2 S = area  of 
compound  section. 

I = moment  of  inertia  of  each  single  beam,  axis  XX. 

1^  = moment  of  inertia  of  compound  shape,  axis  XX. 


Then 


2 q 


Ic  = 2 I + — 

C ^ q 


Now,  for  the  standard  or  minimum  rolls  of  each  I beam, 
q has  the  average  value,  0,33 ; whence 

2q  + i ^2X0-33  + 1^ 
q 0-33  ^ 

Ic=5l 


If  be  the  modulus  of  this  compound  shape,  then 


2.T 


2 . h 


h 


= 2.5R 


where  R is  the  modulus  for  the  single  beam.  Whence  the 
moment  of  resistance  of  the  coupled  beams  is  2^  times  that 
for  a single  beam. 

For  maximum  rolls  of  a beam,  q has  the  average  value 
of  0.3 ; whence 


2 q + I 

= 5-33»  and  = 5.33  I 

The  modulus  R^  then  becomes  2,67  . R.  Thus,  for  the 
heavier  rolls  of  beams,  the  moment  of  resistance  of  the 
coupled  beams  is  2.67  times  that  for  a single  beam. 

Comparing  the  coupled  beams  with  two  beams  of  same 
depth  and  weight,  placed  side  by  side,  the  coupled  beams 


242 


POTTSVILLE,  PENNA.,  U.  S.  A. 

are  1.25  stronger  than  if  the  two  beams  be  placed  side  by 
side,  if  the  sections  be  the  minimum  rolls;  and  1.33  times 
stronger  if  the  sections  be  the  heavier  rolls. 

The  rivets  connecting  the  flanges  together  should  be 
or  f"  diameter,  dependent  upon  the  thickness  of  the  flanges, 
and  the  pitch  should  be  about  6"  or  8"  staggered.  At  ends 
of  beams  the  pitch  of  rivets 
should  be  from  3"  to  4"  for  a 
length  of  twice  the  depth  of 
the  compound  shape. 

Three  beams  riveted  to- 
gether as  in  adjoining  sketch. 

Each  beam  being  of  same 
depth  and  weight. 

Let  h = height  of  each 
beam ; then  h is  the  distance 
from  centre  of  inertia  of  out- 
side beams  to  centre  of  inertia 
of  compound  shapes. 

Let  S = area  of  each  beam  ; 
then  38=  area  of  compound 
section. 

I = moment  of  inertia  of  each  beam,  when  referred  to 
its  own  neutral  axis. 

= moment  of  inertia  of  compound  shape. 

Then 

^ I -f  2 I^I  + h2  S j = 3 I + 2 h^S 
but  2 h2  S = 

q 


Lor  minimum  rolls,  = 15  I. 
Lor  maximum  rolls,  = 16  I. 
Lor  minimum  rolls,  = 5 R. 
Lor  maximum  rolls,  R^  = 5.33  R. 


243 


POTTSVILLE  IRON  AND  STEEL  CO 


Comparing  the  trebled  beams  with  3 beams  of  the  same 
depth  and  weight,  placed  side  by  side,  the  trebled  beams 
are  1.66  times  stronger  than  if  the  3 beams  be  placed  side 
by  side,  if  the  beams  be  the  minimum  rolls;  and  1.78  times 
stronger  if  the  sections  be  the  maximum  rolls. 


FIRE-PROOF  FLOORS. 


The  dead  weight  of  a fire-proof  floor,  comprising  4"  brick 
arches,  levelled  up  to  top  of  beam  with  concrete,  the  ceiling 
and  the  flooring  will  run  about  70  pounds  per  square  foot 
of  floor  surface. 

The  live  weight,  equal  to  a dense  crowd  of  people,  is 
taken  at  80  pounds  per  square  foot. 

The  total  weight  is  then  assumed  150  pounds  per  square 
foot,  exclusive  of  weight  of  beams  themselves. 

The  following  loads  are  exclusive  of  weight  of  arches  and 


beams : 

Lbs.  per 
square  foot. 

Dense  crowd  of  people 80 

Floors  of  houses 50 

Theatres,  churches 80 

Ball  rooms 90 

Warehouses  . 250 

Factories 200  to  450 

Snow,  30  inches  deep 15 


Lbs.  per 
cubic  foot. 

Brick  walls 112 

Stone  walls 116  to  144 


244 


POTTSVILLE,  PENNA.,  U.  S.  A. 

STANDARD  SEPARATORS 

OF 

POTTSVILLE  IRON  AND  STEEL  CO. 


Width, 
m inches. 

Height, 
in  inches. 

Number 
of  bolts. 

Length 
of  bolt,  in 
inches. 

Distance 
apart, 
in  inches. 

Weight  of 
beam 

per  yard,  in 
pounds. 

Weight  of 
separators 
ana  bolts,  in 
pounds. 

5 

15 

2 

7^ 

8 

200 

22.29 

42- 

15 

2 

8 

150 

20.06 

4f 

12 

2 

7i 

6 

170 

17.2 

4i 

i 

2 

6 

125 

16.06 

4j 

! loi 

I 

6^ 

L 

In  centre 

135 

1345 

4 

I 

6 

U 

105 

11-97 

3l 

10^ 

I 

5^ 

90 

10.82 

4_ 

! 9 

1 

6^ 

1 

r 

90 

10.88 

3f 

9 

I 

5^ 

t 

t 

85 

8.5 

3f 

9 

I 

5l 

i 

70 

8.4 

3i 

8 

I 

5^ 

r 

(C 

80 

7.88 

3l 

8 

I 

5^ 

r 

u 

65 

7-5 

3i 

7 

j 

5? 

u 

65 

6.8 

3l 

7 

I 

4j 

r 

u 

55 

6.76 

3. 

6 

I 

4| 

50 

5-73 

H 

6 

I 

4| 

1 

! 

u 

40 

5-2 

All  standard  separators  are  i"  thick. 

All  separator  holes  are  diameter  for  f"  bolts. 

All  standard  separators  made  for  close  girders,  except 
when  ordered  otherwise. 


245 


POTTSVILLE  IRON  AND  STEEL  CO., 


POSITION  OF  CENTRE  OF  INERTIA  OF  A 
COMPOUND  SECTION. 


When  a compound  section  is  formed  of  vertical  plates,  to 
'which  are  attached  angle  irons  at  their  extremities,  if  the 
angles  are  similar  and  similarly  placed,  the  centre  of  inertia 
is  at  the  centre  of  the  vertical  plates.  If  a flange  plate  be 
added  to  one  side  of  the  section,  the  position  of  the  centre 
of  inertia  will  be  shifted  from  the  centre,  upwards  if  the 
plate  be  on  top,  downwards  if  the  plate  be  on  the  bottom. 
For  the  amount  of  such  moving  of  the  centre  of  inertia 
from  centre  of  vertical  plates 


Let  S = total  area  of  section. 


h =:  vertical  height  out  to  out  of  angle  iron  flanges, 
b = breadth  of  top  flange  plate, 
t = thickness  of  top  flange  plate. 

E = distance  of  centre  of  inertia  of  compound  sec- 
tion from  the  centre  of  vertical  plates ; in 
other  words,  the  eccentricity  of  the  centre  of 
inertia. 

Then  F^i  + H 

i.e.,  the  eccentricity  E = the  ratio  of  area  of  top  plate  to 
total  area  of  section  multiplied  by  one-half  the  total  height 
of  the  section. 

In  well-designed  chords  of  above  “ make  up,”  the  value 
of  r is  about  f the  height,  and  the  value  of  q about  90  per 


246 


i 

I 


POTTSVILLE,  PENNA.,  U.S.  A. 


cent,  of  r, — viz.,  about  (For  fe;y  heavy  sections  q is 
about  0.30.)  For  purposes  of  calculation,  r may  be  taken 

I h,  and  q = ^ ; whence  qh  = — . 

In  some  very  favorable  sections  q may  run  as  high  as 
0.38,  and  r from  0.40  to  0.42  times  the  height. 


COLUMNS  AND  POSTS. 


The  table  of  the  ultimate  and  safe  strength  of  hollow, 
cylindrical  wrought-  and  cast-iron  columns  is  given  on  page 
248.  It  is  computed  by  Gordon’s  formula  for  varying  values 
of  the  ratio  of  length  to  diameter.  The  factor  of  safety  for 
cast-iron  columns  has  been  taken  at  6,  and  that  for  wrought- 
iron  columns  at  4.  It  is  assumed  that  the  ends  are  fixed  in 
direction,  such  as  having  planed  bearings  on  capitals  and 
bases. 

The  table  on  the  ultimate  and  safe  strength  of  wrought- 
iron  columns  is  computed  according  to  Rankine’s  formula  for 
varying  values  of  the  ratio  of  the  length  to  the  least  radius 
of  gyration,  and  for  the  three  conditions  of  square  end  bear- 
ings, one  square  end  bearing  and  the  other  pin  end,  and  for 
both  ends  with  pin  bearings.  The  factor  of  safety  used  in 
the  tables  for  safe  strength  is  5.  If  the  column  be  subjected 
to  loads  without  vibration,  the  factor  could  be  4. 

To  illustrate  the  use  of  this  table,  suppose  we  wish  the 
ultimate  strength  of  15"  I beam,  125  pounds  per  yard,  when 
used  as  a post,  its  ends  being  fixed,  and  having  an  unsup- 
ported length  of  S'  6". 

Referring  to  the  Tables  of  the  Properties  of  I Beams,  we 
find  that  the  least  radius  of  gyration,  r^,  is  given  as  1.03"; 

the  length  being  S'  6"  = 102"  ; the  ratio  — = = sav 

r 1.03 

100;  for  which,  on  looking  at  the  table,  we  find  the  ultimate 
strength  to  be  32,000  pounds  per  square  inch.  The  section 
of  the  15"  l)eam  being  12.5  Q",  the  ultimate  strength  is  then 
I2|  X 32,000  pounds  = 400,000  pounds. 


247 


POTTSVILLE  IRON  AND  STEEL  CO. 


Strength  of  Hollow,  Cylindrical 

WROUGHT-  AND  CAST-IRON  COLUMNS 

When  fixed  at  the  ends. 

Computed  by  Gordon’s  formula,  P = 


fS 


I + c 


m same  units. 


Let  P = ultimate  strength,  in  pounds,  per  square  inch. 
S = sectional  area,  in  square  inches. 

1 = length  of  column,  I , , 

h = diameter  of  column,  J 

Y-  = ratio  of  length  to  diameter, 
h 

r f 40,000  pounds  for  wrought  iron. 

— 1 8o,c  ■ ■ 


,000  pounds  for  cast  iron. 

C = for  wrought  iron,  and  for  cast  iron. 


For  cast  iron. 


For  wrought  iron. 


P = 


80,000  S 


I + 


. ny 

800  \ h / 
40,000  S 


I / 1 \2 

3000(h) 


Ratio 

of  length  to 
diameter, 

1 

h 

Maximum  load, 

per  square  inch. 

Safe  load,  per  square  inch. 

Cast  iron. 

Wrought  iron. 

Cast  iron, 
factor  of  6. 

Wrought  iron, 
factor  of  4. 

8 

74,075 

39,164 

12,346 

9791 

10 

71,110 

38,710 

11,851 

9677 

12 

67,796 

38,168 

11,299 

9542 

14 

64,256 

37,546 

10,709 

9386 

16 

60,606 

36,854 

10,101 

9213 

18 

56,938 

36,100 

9,489 

9025 

20 

53,332 

35,294 

8,889 

8823 

22 

49,845 

34,442 

8,307 

8610 

24 

46,510 

33,556 

7,751 

8389 

26 

43,360 

32,642 

7,226 

8161 

28 

40^404 

31,712 

6,734 

7928 

30 

37,646 

30,768 

6,274 

7692 

32 

35,088 

29,820 

5,848 

7455 

34 

32,718 

28,874 

5,453 

7218 

36 

30,584 

27,932 

5,097 

6983 

38 

28,520 

27,002 

4,753 

6750 

40 

26,666 

26,086 

4,444 

6522 

42 

24,962 

25,188 

4,160 

6297 

44 

23,396 

24,310 

3,899 

6077 

46 

21,946 

23,454 

3,658 

5863 

48 

20,618 

22,620 

3,436 

•5655 

50 

19,392 

21,818 

3,262 

5454 

52 

18,282 

21,036 

3,047 

5259 

54 

17,222 

20,284 

2,870 

5071 

56 

16,260 

19,556 

2,710 

4889 

58 

15,368 

18,856 

2,561 

4714 

60 

14,544 

18,180 

2,424 

4545 

248 


POTTSVILLE,  PENNA.,  U.  S.  A, 


Ultimate  and  Safe  Strength  of 

WROUGHT-IRON  COLUMNS. 


p = ultimate  strength  per  square  inch. 

1 = length  of  column,  in  inches, 
r = least  radius  of  gyration,  in  inches. 


For  square  end  bearings. 


I + 


),ooo  \ r / 


For  one  pin  and  one  square  bearing, 

40,000 


I +■ 


For  two  pin  bearings. 


,000  \ r / 


P = 


30 

40,000 


I +■ 


),ooo  \ r / 


For  safe  working  load  on  these  columns,' use  a factor  of  4 when  used 
in  buildings,  or  when  subjected  to  dead  load  only ; but  when  used  in 
bridges  the  factor  should  be  5. 


Ultimate 

strength,  in  pounds, 

Safe  strength,  in  pounds,  per 

per  square  inch. 

1 

square 

1 inch,  factor  of  5. 

r 

Square 

ends. 

Pin  and 
square 
end. 

Pin  ends. 

r 

Square 

ends. 

Pin  and 
square 
ends. 

Pin  ends. 

10. 0 

39,944 

39,866 

39,800 

10. 0 

7989 

7973 

7960 

15.0 

39,776 

39,702 

39,554 

15.0 

7955 

7940 

7911 

20.0 

39,604 

39,472 

39,214 

20.0 

7921 

7894 

7843 

25.0 

39,384 

39,182 

38,788 

25.0 

7877 

7836 

7758 

30.0 

39,118 

38,834 

38,278 

30.0 

7821 

7767 

7656 

35-0 

38,810 

38,430 

37,690 

35-0 

7762 

7686 

7538 

40.0 

38,460 

37,974 

37,036 

40.0 

7692 

7595 

7407 

45-0 

38,072 

37,470 

36,322 

45-0 

7614 

7494 

7264 

50.0 

37,646 

36,928 

35,525 

50.0 

7529 

7386 

7105 

55-0 

37,186 

36,336 

34,744 

55-0 

7437 

7267 

6949 

60.0 

36,697 

35,714 

33,898 

60.0 

7339 

7143 

6780 

65.0 

1 36,182 

34,478 

33,024 

65.0 

7236 

6896 

6605 

70.0 

! 35,634 

34,384 

32,128 

70.0 

7127 

6877 

6426 

75-0 

! 35,076 

33,682 

31,218 

75-0 

7015 

6736 

6244 

80.0 

: 34.482 

32,966 

30,288 

80.0 

6896 

6593 

6058 

85.0 

; 33,883 

32,236 

29,384 

85.0 

6777 

6447 

5877 

90.0 

: 33,264 

31,496 

28,470 

90.0 

6653 

6299 

5694 

95-0 

32,636 

30,750 

27,562 

95-0 

6527 

6150 

5512 

100.0 

32,000 

30,000 

26,666 

100.0 

6400 

6000 

5333 

105.0 

. 31,357 

29,250 

25,786 

105.0 

6271 

5850 

5157 

! 


POTTSVILLE  IRON  AND 

STEEL 

CO., 

AVERAGE  ULTIMATE  CRUSHING  LOADS. 

TIMBER. 

Weight  Lbs. 

per  cubic  foot,  persq.  in. 

Ash 

48 

8600 

Beech,  unseasoned 

53 

7700 

Beech,  seasoned 

43 

9300 

(!!!edar,  unseasoned  ...  ... 

56 

5700 

Cedar,  seasoned 

50 

6500 

1 Oak,  unseasoned 

54 

4200 

1 Oak,  seasoned 

67 

6000 

1 Pine,  pitch 

6800 

j Pine,  yellow,  unseasoned 

5300 

Pine,  yellow,  seasoned 

5400 

Pine,  white,  unseasoned 

35 

5000 

Poplar,  unseasoned 

3100 

Poplar,  seasoned 

5100 

Sycamore 

7000 

Spruce,  unseasoned 

6500 

Spruce,  seasoned 

6800 

STONE  AND  CEMENTS. 

( 

j 

Mean-tons 
per  sq.  foot. 

Limestone 

Sandstone  . 

• . 425 

Brick 

• . 175 

Ordinary  crack 

. . 25 

In  cement 

First-class  cement 

Concrete 

. . 40 

Portland  cement 

250 


LEAST  WIDTH  OF  SQUARE  PINE  POSTS,  IN  INCHES. 

Breaking  Load  in  Tons. 


POTTSViLLE,  PENNA.,  U.S.  A. 


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0 

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CM  I-H  I-H  I-H  M I-I 

0 

M 

qqqqqqqqqqqqqq 
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NO  ^ CM  0 00  t^NO  U-)  'Ct-  ^ CO  CO  CM  CM 

0 

00 

q q 00  CO  up  CO  '^No  >-<  00  CM  I-H  CO 

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CM  0 On  t^NO  u-)tJ-coCOCM  CM  CM  i-h  i-h 

00 

I 

M 00  -cf  cOnO  i-h  cor^CM  CO  I-H  CM  t^of- 
cm’  no  cm’  o’  o’  cd  rd  CM*  cKno’  rf  cm  o’  <0 

On  1>-nO  uo-sfcOCMCM^Hi-Hi-Hi-Hi-H 

^ 1 

00  q rp.  (O  cq  ^00  q On  CM  <000  CO  CM 
cd  I-I  CO  0’  d-  0 uo  cd  0’  On  rdNo’  uo  uo 

nOuococoCM  i-h  i-h  m i-h 

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i 

10  I 

cq  uouoCOCOhh  i-hnO  u-)NO  CO  ^ CO  i-h 

o’  d cnI  NO  cm’  o’  06  no’  uo  ct  cd  cd  cm’  cm’ 

^ CO  I-I  I-I  I-H  I-I 

10 

tp-NO  00  00  cq  Tf  upoq  cq 
M U-)  d id  u^  rf  cd  CM  CM 

CM  I-H  hH 

1 

' CO 

9.9 

6.1 

3-9 

2.7 

2.0 

1.4 

0.92 

0.76 

CO 

Height. 

M -cJ-nO  CO  0 cm  tJ-nO  00  0 cm  tJ-nO  00  0 w 
H mmmhhi-hCMCMCMCMCMCoS 

Ph  Ph 

Height.  I 

251 


POTTSVILLE  IRON  AND  STEEL  CO., 


STRENGTH  OF  TIMBER  POSTS. 


Formula  for  the  ultimate  strength  of  square  or  rectangular 
posts  of  moderately  seasoned  white  and  yellow  pine,  with 
ends  flat  and  fixed  : 


P == 


f 


Where 


P = crushing  load  per  square  inch, 
f = 5000  pounds  per  square  inch. 

1 = length  of  post,  in  inches, 
h = least  width  of  post,  in  inches. 

= ratio  of  length  to  least  width. 


WOODEN  BEAMS  AND  GIRDERS. 


From  the  general  equation  = q f h S we  can  deter- 
mine the  carrying  capacity  of  wooden  beams.  Now  for 

rectangular  sections,  q being  equal  to  2 » becomes 

h2 

q = 1,  since  r^,  for  rectangular  section,  is  — ; whence  the 
general  expression  becomes 


(I) 


For  beams  uniformly  loaded  over  their  length,  and  supported 
at  the  ends, 


M 


O 


W1 


(2) 


252 


POTTSVILLE,  PENNA.,  U.  S.  A. 

where  W is  the  total  load  on  beam  and  1 is  the  span;  and 
this  must  be  equated  to  second  member  of  (i).  Thus 

\V1  _ fhS 
"8'  ~ 


(3) 


For  beams  of  seasoned  white  pine  for  building  purposes  we 
may  take  f,  the  extreme  fibre  stress,  as  1200  pounds  per 
square  inch ; then 


W1 

“8~ 


1200 


h S 


whence 


W1  = 1600  h S 


(4) 


(5) 


If  1 be  taken  in  feet,  and  h in  inches,  and  S,  the  area,  in 
square  inches,  then  (5)  becomes 


W.l'  = 122hS 


that  is. 


W = 


400  h S 


(6) 


(7) 


that  is,  the  uniformly  distributed  total  load  in  pounds  which 
a beam  can  safely  carry  is  (the  height  in  inches  multiplied 
by  the  area  of  beam  in  square  inches,  and  divided  by  the 
span  in  feet)  X factor 

Now  the  area  S = bh;  whence  (7)  becomes 


W = 


400  b h^ 
d V 


j If  in  this,  (8),  the  breadth  be  taken  as  l", 


W = 


400 


(8) 


(9) 


We  give  a table  of  carrying  capacities  of  i"  broad  white 
pine  beams  of  varying  depths  for  varying  spans.  For  any 
beam  whose  width  is  b inches,  merely  multiplying  the  tab- 
ular number  by  such  breadth  b,  and  we  get  the  capacity  for 
the  beam  in  question. 


253 


SHEARING  AND  BEARING  VALUE  OF  RIVETS. 


POTTSVILLE,  PENNA.,  L>.  S.  A. 


Bearing  value  for  different  thicknesses  of  plate,  at  6.0  tons  per  square  inch. 
Diameter  of  rivet  X thickness  of  plate  X 6.0  tons. 

0 0 

0 Ln  ^ 

q 1-; 

vC  vd  'O 

I::!; 

ro  LO  0 

cs  00 
q vo  0 rqo 

M HH  0 0 LO 
On  CS  W)  0 fO 

vn  ON  C4  10  ON  0 
T;f  tJ-  id  mio' 

«'r.j 

0 0 m 0 m On 

VO  VO  t^OO  00  00 

On  q moo  H-(  tT  !>. 
m d"  d"  d"  m m m 

m mvo  On  0 0 0 
r^mrOM  Ooovo  ^ 
rqvo  ON  q m 0 m 
ro  m (“d  d"  d"  'd  m m 

— lO 

vo  0 000  r^mmooo 
mONmOvo  000  "^on 
00  q mvq  00  hh  mvq  00 
ci  fdrdrdrdd-'dd-'d 

:.i=o 

^00  t^Ovo  0 mONCO 

M Ttoo  M moo  i-H  m 
rq  moq  q q m rq  on  n tE 
d d d rdmrdrdrdd-d- 

0 0 0 0 m cs  m mvo  x^ 
0 i-<  ox  m mvo  x^oo  on  0 

ONw  romxqq\i-i  romx^O 

Moiddddrdrdmrd'd 

0 x^  m 01  ONoo  tE  m 0 00  m 01 
0 cxo  x^vo  m 01  HH  0 00  x^vo 

mvq  oqqq^voooOMrom 
M M HH  d ci  oi  d oi  00  m rd  m 

00  m m 0 moo  ^vo  oi  m ov  m x^ 
HH  ^ 0 vo  m ONvo  01  00  m HH 

M m '^vo  00  ON  M Ttvo  x^  ON  H-i 

MMi-iMi-ii-ioioioxoioioird 

cc;x 

mvo  x^  x^  1^00  00  0 0 >-i  )-i  M 
■^00  oio  1-1  rEoo  oivo  M mONxox^ 
00  ON  i-i  (V)  tE  mvo  00  ON  >-i  01  00  mvo 
ddi-HMi-ii-ii-ii-iMoicvioioioi 

■■"H 

ooo  x^moi  Ovo  x^moi  onx^ 

0 ox  romx^ONO  m ^mx^OvO  oi 
xq«oq  ON  0 >-i  01  tE  mvo  x^oo  ON  i-(  d 

d d d d hH  h-I  l-i  M h-H  id  l-J  M 01  01 

olvD  0 TEx-~>-(mONOivo  0 'd-oo  01 
vO  mm-^rorooi  >-*  O O Onoo  00 

mvO  x^oo  ON  0 <-i  01  ro  m mvO  x^ 
d d d d d >-<■  id  id  id  id  id  id  id  id 

■qouT  ’hs  jod  suo; 
O'0  ‘Jtoqs  oiSuTS 

i-H  i-H  ovmO  -^mm^Ei-ivo  O 01  01 

00  moo  --E  01  I-H  d m 0 x^  mvo  d 

rq  q-  m x^  On  i-H  rq  moo  q fOvO  ON  oq 

d d d d d id  hd  id  id  d"  d'  d'  d'  rd 

T8AU  JO  ■BOjy 

1 tE  m ro  moo  doo  mmm^vD  O m 

' OOvOCOvOwi-hCO'-hO  mvo  tE  x^ 

I-H  mON-i^O  i>-^i-i  0 ONOO  00  ON  0 

I-H  I-H  I-H  d ro  m d"  mo  0 x^oo  on  i-h 

d d d d d d d d d d d d d >d 

•J9AU  JO  JOJOUTBIQ 

1 

255 


POTTSVILLE  IRON  AND  STEEL  CO., 


BEARING  VALUES  AND  MOMENTS  OF 
RESISTANCE  OF  PINS. 


Diameter  of  pin,  d,  in  inches. 

1 Area  of  pin,  S,  in  spare 
1 inches. 

j Diameter  X area,  d S. 

Bearing  value 
for  1"  thickness 
of  bearing. 

Moments  of  resistance  for  fibre  stresses  of 
1 Mo  = f = inch-tons,  j 

6.0  tons 
per 
sq.  in. 

7.5  tons 
per 
sq.  in. 

7.5  tons 
per 
sq.  in. 

8.0  tons 
per 
sq.  in. 

9.0  tons 
per 
sq.  in. 

10.0  tons 
per 
sq.  in. 

12.5  tons 
per 
sq.  in. 

Values,  in  tons. 

Values,  in  inch-tons. 

2 

3-142 

6.28 

12.00 

15.00 

5-89 

6.28 

7-07 

7-85 

9.81 

3-546 

7-54 

12.75 

15.94 

7-07 

7-54 

8.48 

9.42 

11.78 

3-976 

8.95 

13-50 

16.88 

8.39 

8.95 

10.07 

II. 19 

13-99 

2:^ 

4-430 

10.52 

14-25 

17.81 

9.86 

10.52 

11.84 

13-15 

16.44 

2^ 

4-909 

12.27 

15.00 

18.75 

11.50 

12.27 

13.81 

15-34 

19.18 

2% 

5-412 

14.21 

15-75 

19.69 

13-32 

14.21 

15.98 

17.76 

22.20 

2^ 

5-940 

16.34 

16.50 

20.63 

15-32 

16.34 

18.38 

20.42 

25-53 

^Vs 

6.492 

18.66 

17-25 

21.56 

17-49 

18.66 

20.99 

23.32 

29-15 

3 

7.069 

21.21 

18.00 

22.50 

19.88 

21.21 

23.86 

26.51 

33-14 

33^ 

7.670 

23-97 

18.75 

23-44 

22.47 

23-97 

26.96 

29.96 

37-45 

3K 

8.296 

26.96 

19.50 

24-38 

25.28 

26.96 

30.33 

33-70 

42.12 

3% 

8.946 

30.19 

20.25 

25-31 

28.30 

30.19 

33-97 

37-74 

47.18 

3>^ 

9.621 

33-67 

21.00 

26.25 

31-57 

33-67 

37.88 

42.09 

52.61 

3% 

10.321 

37-41 

21-75 

27.19 

35-09 

37-41 

42.11 

46.79 

58.49 

3% 

11.045 

41.42 

22.50 

28.13 

38.83 

41.42 

46-59 

51.77 

64.71 

3% 

11-793 

45-70 

23-25 

29.06 

42.84 

45-70 

51.41 

57-12 

71.40 

4 

12.566 

50.26 

24.00 

30.00 

47.11 

50.26 

56.54 

62.82 

78.52 

4I4 

13-364 

55-13 

24-75 

30.94 

51.68 

55-13 

62.02 

68.91 

86.14 

4'4 

14.186 

60.29 

25-50 

31.88 

56.52 

60.29 

67.82 

75.36 

94.20 

4% 

15-033 

65-77 

26.25 

32.81 

61.66 

65-77 

73-99 

82.21 

102.76 

43^ 

15-904 

71-57 

27.00 

33-75 

67.09 

71-57 

80.51 

89.46 

111.83 

A% 

16.800 

77-70 

27-75 

34-69 

72.84 

77-70 

87.41 

97.12 

121.40 

45^ 

17.721 

84.18 

28.50 

35-63 

78.92 

84.18 

94.70 

105.22 

131-52 

4% 

18.665 

90.99 

29.25 

36-56 

85-30 

90.99 

102.37 

113-74 

142.18 

5 

19-635 

98.18 

30.00 

37-50 

92.04 

98.18 

110.45 

122.72 

153-40 

5% 

20.629 

105.72 

30.75 

38-44 

99.11 

105.72 

118.94 

132.15 

165.19 

534 

21.648 

113-65 

31-50 

39-38 

106.55 

113-65 

127.85 

142.06 

177-58 

5^/4 

22.691 

121.96 

32.25 

40.31 

114.34 

121.96 

137.21 

152.45 

190.56 

534 

23-758 

130.67 

33-00 

41-25 

122.51 

130.67 

147.00 

163.34 

204.18 

5/4 

24.850 

139-78 

33-75 

42.19 

131.04 

139-78 

157-25 

174.72 

218.40 

5% 

25.967 

149-31 

34-50 

43-13 

139.98 

149-31 

167.98 

186.64 

233-30 

5.3| 

27.109 

159-26 

35-25 

44.06 

149-31 

159.26 

179.17 

199.08 

248.85 

6 

28.274 

169.64 

36.00 

45.00 

159.04 

169.64 

190.85 

212.05 

265.06 

6% 

29.465 

180.47 

36-76 

45-94 

169.19 

180.47 

203.03 

225.59 

281.99 

634 

30.680 

191-75 

37-50 

46.88 

179.77 

191-75 

215.72 

239.69 

299.61 

63/4 

31.919 

203.48 

38.25 

47.81 

190.76 

203.48 

228.92 

254-35 

317-94 

634 

33.183 

215.69 

39-00 

48.75 

202.21 

215.69 

242.65 

269.61 

337.02 

6^ 

34.472 

228.38 

39-75 

49.68 

214.10 

228.38 

256.92 

285.47 

356.84 

6^ 

35.785 

241.55 

40-50 

50.63 

226.45 

241-55 

271.75 

301-94 

377-42 

634 

37.122 

255.21 

41-25 

51-56 

239.26 

255-21 

287.11 

319.01 

398.76 

7 

38.485 

269.40 

42.00 

52.50 

252.56 

269.40 

303.08 

336.75 

420.94 

734 

41.282 

299.29 

43-50 

54-38 

280.58 

299.29 

336.70 

374-11 

467-64 

734 

44.179 

331.34 

45-00 

56.25 

310.63 

331-34 

372.76 

414.18 

517-73 

734 

47.173 

365.60 

46.50 

58.13 

342.75 

365-60 

411-30 

457-00 

571-25 

8 

50.265  1 

402.12  1 

48.00 

60.00  1 

376.99 

402.12  ‘ 

452.39  ' 

502.65 

628.31 

256 


POTTSVILLE,  PENNA.,  U.S.  A, 


WIND  PRESSURE 


Upon  the  inclined  surfaces  of  roofs. 


If  P = intensity  of  wind  pressure  in  pounds  per  square 
foot  upon  any  surface  normal  to  its  direction,  and  (j)  = angle 
made  by  roof  surface  with  the  direction  of  wind,  then  the 
normal  pressure  on  the  roof  surface  is  given  by 


= P.  sin 


1.84  cos  (p  — I. 


Let  Pj^,  P^,  be  the  components  of  this  normal  force  P^^, 
parallel  and  perpendicular  respectively,  to  the  direction  of 
wind ; then 

Ph  = P„.  sin  (j),  and  P^  = P^^.  cos  0. 


If  P be  assumed  to  blow  horizontally,  then  0 is  angle 
made  by  roof  surface  with  the  horizontal,  and  Pj^  is  perpen- 
dicular to  roof  surface,  and  Pj^  and  P^  are  respectively 
parallel  and  perpendicular  to  direction  of  wind, — that  is, 
respectively  horizontal  and  vertical  wind  forces. 


TABLE  OF  NORMAL  PRESSURES 

And  vertical  and  horizontal  components  for  varying  inclina- 
tions of  roof  surface  to  direction  of  wind, 
when  P = 40  pounds. 


Angle  of  roof. 

Pounds  per  square  foot  of  surface. 

Pn 

Pv 

Ph 

5° 

5-0 

4.9 

0.4 

10° 

9-7 

9.6 

1-7 

20° 

18.1 

17.0 

6.2 

30° 

26.4 

22.8 

13.2 

40° 

33-3 

25-5 

21.4 

50° 

38.1 

24-5 

29.2 

60° 

40.0 

20.0 

34-0 

70° 

41.0 

14.0 

38.5 

257 


POTTSVILLE  IRON  AND  STEEL  CO, 


TABLE  OF  MULTIPLIERS 


For  any  wind  intensity  p pounds  per  square  foot. 


Angle  of  roof,  <^, 

5° 

10°. 

20°. 

30°. 

40°. 

50°. 

60°. 

Pj^  = p (the  wind  unit)  X 

0.125 

0.24 

0.45 

0.66 

0.83 

0.95 

1. 00 

Pv  = p (the  wind  unit)  X 

0.122 

0.24 

0.42 

0.57 

0.64 

0.61 

0.50 

pj^  =r  p (the  wind  unit)  X 

0.010 

0.04 

0.15 

0-33 

0-53 

0-73 

0.85 

Thus,  for  instance,  if  the  angle  of  roof  to  the  horizontal 
be  20°,  and  the  wind  be  assumed  as  blowing  horizontally, 
we  find,  from  preceding  table,  that  the  force  of  wind  normal 
to  roof  surface  is  i8.i  pounds  per  square  foot,  the  horizontal 
and  vertical  components  of  which  are  respectively  17.0 
pounds  per  square  foot  and  6.2  pounds  per  square  foot. 

The  horizontal  component  tends  to  turn  the  roof  framing 
about  the  leeward  side  considered  as  a fulcrum,  and  also  to 
slide  it  off  the  walls;  the  vertical  component  acts  as  a one- 
sided load  on  the  windward  side  of  roof  trusses.  The 
trusses  and  framing  should  be  proportioned  to  resist  these 
eccentric  loadings,  and  not  for  a uniform  load  distributed 
over  whole  surface  of  roof. 

Usually,  the  computation  of  the  stresses  is  most  quickly 
done  by  means  of  the  Graphical  method. 


WEIGHT  OF  ROOF  COVERINGS 

In  pounds  per  square  foot. 


Lbs. 

Slate,  yY'  thick,  on  i"  boards lo.o 

Slate,  thick,  on  i"  boards 7-5 

Corrugated  iron.  No.  20,  on  1”  boards 6.0 

Felt  on  boards,  3 ply,  on  i"  boards  = 3-5 

Tin  on  i"  boards 4-0 


258 


POTTSVILLE,  PENNA.,  U.  S.  A. 


Lbs. 

Slate  on  T purlins 12.0 

Corrugated  iron  and  laths 6.0  i 

Slate  or  iron  laths lo.o  j 


When  slate  is  used  on  purlins  of  T irons,  the  purlins 
should  be  2 X 2 X 4 » pounds  per  yard,  and  spaced  from 
10"  to  12"  apart,  the  spacing  between  rafters  (jacks  and 
principals,  or  between  jacks  and  jacks)  should  be  about  5 
feet. 


ANGLES  OF  ROOFS. 


Proportion 
of  rise  to  span. 

Angle. 

Slope. 

Proportion 
of  rise  to  span. 

Angle. 

Slope. 

18°  25' 

3 to  I 

% 

53°  00' 

^tO  I 

X 

26°  35' 

2 to  I 

•% 

56°  20' 

%tO  I 

33°  42' 

45°  00' 

to  I 
I to  I 

I 

63°  30' 

M to  I 

259 


POTTSVILLE  IRON  AND  STEEL  CO., 


POTTSVILLE,  PENNA.,  U.  S.  A. 


I 

T 

T 


TABLES  OF  WEIGHTS 


COMPILED  FROM  VARIOUS 
SOURCES. 


POTTSVILLE  IRON  AND  STEEL  CO., 


WEIGHT  OF  BAR  IRON. 


Size, 

Square  bar, 

Round  bar, 

Area, 

Area, 

in  inches. 

1 foot  long. 

1 foot  long. 

in  □ inches. 

in  0 inches. 

0.0132 

0.0104 

0.0039 

0.0031 

0.0526 

0.0414 

0.0156 

0.0123 

3 

1 6 

0.1184 

0,0930 

0.0351 

0.0276 

i 

0.2105 

0.1653 

0.0625 

0.0491 

5 

1 6 

0.3290 

0.2583 

0.0976 

0.0767 

i 

0.4736 

0.3720 

0.1406 

0.II04 

tV 

0.6446 

0.5063 

O.I914 

0.1503 

1 

2 

0.8420 

0.6612 

0.2500 

0.1963 

1.0660 

0.8370 

0.3166 

0.2485 

1 

1.3160 

1.0330 

0.3906 

0.3068 

1 1 
1 6 

4 

1.5920 

1.2500 

0.4727 

0.3712 

1.8950 

1.4880 

0.5625 

0.4418 

1 3 
1 6 

2.2230 

1.7460 

0.6603 

0.5185 

7 

8 

2.5790 

2.0250 

0.7656 

0.6013 

1 5 

2.9600 

2.3250 

0.8790 

0.6903 

I 

3.3680 

2.6450 

1 .0000 

0.7854 

1 

T6 

3.8030 

2,9860 

1. 1290 

0.8868 

1 

F 

4.2630 

3-3480 

1.2660 

0.9940 

TF 

4.7500 

3.7270 

1 .4090 

1. 1070 

1 

4 

5.2630 

4-1330 

1.5620 

1.2270 

TF 

5.8020 

4-5570 

1.7230 

1-3530 

3 

8 

6.3680 

5.0010 

1.8910 

1.4850 

7 

1 6 

6.9600 

5.4660 

2.0670 

1.6230 

1 

2' 

7-5780 

5-9520 

2.2500 

1.7670 

TF 

8.2230 

6.4530 

2.4390 

1.9160 

1 

8.8970 

6.9850 

2.6410 

2.0740 

1 1 
1 6 

9.6460 

7-5780 

2.8640 

2.2500 

3 

4 

10.3100 

8.I010 

3-0630 

2.4050 

1 3 
1 6 

11.0700 

8.6930 

3.2870 

2.5810 

7 

8 

11.8400 

9.3000 

3-5160 

2.7610 

1 5 
TF 

12.6400 

9-9300 

3-7520 

2.9480 

2 

13.4700 

10.5800 

4.0000 

3.1420 

i 

15.2100 

11.9500 

4.5160 

3-5460 

1 

4 

17.0500 

13.2900 

5.0620 

3-9760 

3. 

8 

19.0000 

14.9200 

5.6400 

4-4300 

F 

21.0500 

16.5300 

6.2500 

4.9080 

f 

23.2100 

18.2300 

6.8890 

5.4120 

3 

4 

25.4700 

20.0100 

7.5600 

5-9390 

7 

8 

27.8400 

21.8700 

8.2640 

6.4920 

3 

30.3100 

23.8100 

9.0000 

7.0690 

F 

32.8900 

25.8300 

9.7640 

7.6700 

1 

4 

35-5700 

27.9400 

10.5610 

^2960 

3 

8 

38.3600 

30.1300 

11.3880 

8.9460 

1 

9 

41.2600 

32.4100 

12.2500 

9.6210 

262 


POTTSVILLE,  PENNA.,  U.  S.  A. 


WEIGHT  OF  BAR  IRON. 


Size, 

in  inches. 

Square  har, 
1 foot  long. 

Round  bar, 
1 foot  long. 

Area, 

in  □ inches. 

Area, 

in  0 inches. 

1 

44.250 

34.760 

13-138 

10.321 

4 

47-370 

37.200 

14.065 

11.045 

i 

50.550 

39.720 

15.010 

11-793 

4 

53-^90 

42.330 

16.000 

12.566 

i 

57.290 

45-010 

17.012 

13-364 

i 

60.820 

47.780 

18.058 

14.186 

A 

8 

64.470 

50.630 

I9.14I 

15-033 

68.210 

53-570 

20.254 

15.904 

a 

8 

72.030 

56.590 

21.385 

16.800 

3 

4 

75-990 

59.690 

22.556 

17.721 

i 

80.000 

62.830 

23.748 

18.655 

5 

84.200 

66.130 

25.000 

19-635 

i 

88.440 

69.480 

26.260 

20.629 

4 

92.810 

72.910 

27-557 

21.648 

s 

8 

97.280 

76.430 

28.884 

22.690 

1 

101.900 

80.020 

30.250 

23-758 

5 

8 

106.600 

83.700 

31.641 

24.851 

f 

III  .400 

87.460 

33-060 

25-967 

8 

116.300 

91.310 

34-516 

27.109 

6 

1 2 1. 300 

95-230 

36.000 

28.274 

1 

4 

131.600 

103.300 

39-063 

30.679 

j 

142.300 

III  .800 

42.250 

33-183 

3 

4 

153-500 

120.500 

45-562 

35-785 

7 

165.000 

129.600 

49.000 

38.485 

177.000 

139.000 

52.562 

41.282 

189.500 

148.800 

56.250 

44.179 

1 

202.300 

158.900 

60.062 

47-173 

8 

215.600 

169.300 

64.000 

50.266 

i 

229.300 

1 80. 1 00 

68.062 

53-456 

243.400 

191.100 

72.250 

56.745 

3 

4 

247.900 

202.500 

76.562 

60.132 

9 

272.800 

214.300 

81.000 

63-617 

i 

288.200 

226.300 

85-563 

67.201 

304.000 

238.700 

90.250 

70.882 

I 

320.200 

251.500 

95.062 

74.662 

10 

336.800 

264.500 

99.800 

78.540 

1 

4 

353-900 

277.900 

105.400 

82.516 

i 

371.300 

291.600 

1 10.230 

86.590 

3. 

4 

389.200 

305-700 

115-550 

90.763 

II 

1 407.500 

320.100 

! 1 21. 000 

95-033 

i 

426.300 

: 334.800 

126.540 

99.402 

445.400 

1 349-800 

132.220 

103.870 

3. 

4 

465.000 

1 365-200 

138.060 

108.430 

12 

1 485.000 

! 380.900 

i 144.000 

113.100 

263 


POTTSVILLE  IRON  AND  STEEL  CO., 

TABLE  GIVING  DIMENSIONS  OF  UPSET  ENDS 

1 And  weights  of  clevises  and  sleeve  nuts  for 

round  and  square  bars. 

ROUND  BARS. 

Weight  of  clevises 

Bar. 

Upset  ends. 

and  sleeve 

nuts  for  upset  ends. 

Weight 

Diameter 

Length 

Iron  required 

One 

One 

a 

per  foot, 

Area. 

of  upset. 

of  upset. 

to  make  upset. 

devise. 

sleeve. 

in  lbs. 

in  inches. 

in  inches. 

in  inches. 

in  lbs. 

in  lbs. 

0 

1 

1.50 

0.441 

I 

4 

3f 

5f 

5 

7 

2.00 

0.601 

if 

4 

3 

6f 

5 

I 

2.65 

0.785 

If 

4 

2f 

6f 

8 

4 

3-35 

0.994 

4 

2f 

7i 

8 

4-13 

1.227 

If 

4 and  6 

2 and  3 

l\ 

9 

7 3 

5.00 

1.484 

If 

4 and  6 

ig  and  2f 

9 

12 

6.00 

1.767 

if 

4 and  6 

2f  and  3f 

i3f 

13 

If 

7.00 

2-073 

2 

4 and  6 

2I  and  3^ 

135 

13 

If 

8.10 

2.405 

2f 

4 and  6 

2i  and  3i 

20i 

16 

if 

9-30 

2.761 

2f 

6 

3 

20J 

16 

2 

10.60 

3-141 

2| 

6 

2f 

25f 

18 

2f 

12.00 

3-546 

2f 

6 

2f 

25f 

18 

2i 

13-30 

3-976 

2f 

6 

2f 

25 

2f 

15.00 

4-430 

2f 

6 

2f 

25 

16.50 

4.908 

2f 

6 

2f 

30 

2f 

18.20 

5-411 

3 

6 

2 

30 

SQUARE  BARS. 

Weight  of  clevises 

Bar. 

Upset  ends. 

and  sleeve 

nuts  for  upset  ends. 

.s 

Weight 

Diameter 

Length 

Iron  required 

One 

One 

per  foot, 

Area. 

of  upset. 

of  upset. 

to  make  upset. 

devise, 

sleeve. 

CO  ^ § 

0 

in  lbs. 

in  inches. 

in  inches. 

in  inches. 

in  -lbs. 

in  lbs. 

1 

1.80 

0.5625 

if 

4 

4 

6f 

5 

7 

s 

2.57 

0.7656 

If 

4 

5 

7i 

8 

1 

3-36 

1. 000 

If 

4 

4 

7i 

9 

if 

4.26 

1.266 

If 

4 

4 

9 

12 

5.26 

1.562 

if 

4 

4 

i3i 

13 

JF 

5.80 

1-725 

2 

4 

4 

i3f 

13  , 

6.36 

1.891 

2 

4 

4 

13I- 

13 

Its 

6.96 

2.067 

2f 

4f 

4 

20J 

16 

If 

7-57 

2.250 

24 

4f 

4 

20| 

16 

It's 

S.22 

2.439 

2f 

4f 

4 

25f 

18 

If 

8.89 

2.641 

2f 

4f 

4 

25i 

18 

Iff 

9.64 

2.864 

2f 

4i 

3f 

25i 

18 

i| 

10.31 

3-063 

2f 

4l 

4 

25 

Iff 

11.07 

3.287 

•2f 

,1 3 

4t 

3f 

25 

if 

11.84 

3-516 

2f 

5 

3l 

25 

III 

12.64 

3-752 

2f 

5 

3t 

25 

2 

13-47 

4.000 

2f 

5 

3f 

1 

30 

264 


WEIGHT  OF  WROUGHT-IRON  BARS. 


> 


POTTSVILLE,  PENNA.,  U.  S.  A. 


Width. 

mmmmmmmm  WCJWN  fOCOfOCO  iDiniDin 

THICKNESS,  IN  INCHES. 

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d d d d d d d d pi  pi  pi  pi  rd  rd  rd  rd  d-  d-  ..p  m mm  miO 

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d d d d d d d d d d pi  pi  pi  pi  pi  rd  rd  rd  rd  d-  d-  d-  d-  d- 

Width. 

mmmmmmmm  mrnmm  minmio 

265 


WEIGHT  OF  WROUGHT-IRON  FLATS. 


POTTSVILLE  IRON  AND  STEEL  CO., 


vovo^vo  t^r'.t^t^000000c»  OnOnOnOnOOOO  hhhh  m 

THICKNESS,  IN  INCHES. 

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Width. 

2^2\;:^  2^^^^  2^2^^^  2^^^^ 
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266 


WEIGHTS  FOR  PLATES  OVER  TWELVE  INCHES  WIDE. 


POTTSVILLE  IRON  AND  STEEL  CO, 


t^oo  0\  0 H N invD  t^OO  On  0 h n ro  invo  t^OO  On  0 

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\x 

CiK 

OONO  NOCOONIOO  voroON-Nt-O  t^roONOro  OnCNOOiohM 
0 IN  1000  0 roNO  00  H rONO  On  H-^j-r^ONq 
no'  od  ON  o'  H rd  ■4-  id  no'  od  On  o'  H rd  ^no  CO  On  0 h ro  ^ 

mmmmm  mm  mvo  no  vovononovo  no 

r^OioooroON-'J-r)  rooo  no  h r^  rooo  ro  on  -nI-co  ro  On  ^ O 

OnOO  OHwCNiro  rON^--^  iono  no  r^  r^oq  oo_  Onco_  on  On  q h 

od  o'  H 0)  rd  Ti-  IONO  rdod  cd  0 h in'  rd  tJ-  iono'  idod  on  O n rd 

ro'^'d"  Tj-'^-.d-ioio  lomioioio  loio  iono  no  no 

vO0'^00(NVO0^000JVO0'^00C^  '^oo  N vo  NO  0 Thoo 
mOoo  NOtr^roMO  oot^m^j-CQ  OOvq'tq'^  *T 

H d d r^  Tt*  mvd  t^od  dv  d h d d ro  tJ*  m no  c^oo  on  0 

rorom  roromroro  rororo-^'^ 

Width. 

t^OO  Ov  0 H ro  Ti-  mNO  t*^00  On  0 m ro  iono  t^OO  Ov  0 

rorom  mmmmm  mmmm  mNO 

POTTSVILLE,  PENNA.,  U.  S.  A. 


WEIGHT  OF 


BARS  OVER  ONE  INCH  IN  THICKNESS, 

Per  lineal  foot  of  length. 


.s 

WIDTH,  IN  INCHES. 

g 

g 

i 

I 

2 

3 

4 

5 

6 

7 

8 

•J 

hV 

3-6 

7.2 

10.7 

14-3 

17.9 

21.5 

25.0 

28.6 

ItV 

3-8 

7.6 

II.4 

15.2 

19.0 

22.7 

26.5 

304 

If 

^T6 

4.0 

8.0 

12.0 

16.0 

20.0 

24.0 

28.0 

32.0 

IjT 

1 4-2 

8.4 

12.6 

16.8 

21. 1 

25-3 

29-5 

33-6 

If 

Ife 

‘ 4-5 

8.9 

13-3 

17.7 

22.1 

26.5 

31.0 

354 

It\ 

If 

i 4-7 

9-3 

13-9 

18.5 

23.2 

27.8 

324 

37-0 

T 3 

Is 

T 7 
^16 

! 4-9 

] 

- 

14-5 

19.4 

24.2 

29.1 

33-9 

38.8 

ItV 

: 51 

lO.I 

15.2 

20.2 

25-3 

30-3 

354 

40.4 

If 

T ^ 

■^16 

! 5-3 

10.6 

15.8 

21. 1 

26.3 

31.6 

36.9 

42.2 

It% 

If 

' 5-5 

10.9 

16.4 

21.9 

27.4 

32.8 

38.3 

43-8 

If 

ill 

^16 

1 

5-/ 

11.4 

17.0 

22.7 

28.4 

34-1 

39-8 

454 

Hi 

If 

1 

5-9 

11.8 

17.6 

23.6 

29-5 

35-6 

41.3 

47.2 

If 

HI 

6.1 

12.2 

18.3 

24.4 

30-5 

36.6 

42.7 

1 

48.8 

HI 

If 

6.3 

12.6 

18.9 

25-3 

31-5 

37-9 

I 

44.2 

50.6 

If 

T 1 5 

ije 

6.5 

13.0 

19.6 

26.1 

32.6 

39-2 

i 

45-7 

52.2 

HI 

2 

6.7 

134 

20.2 

26.9 

33-7 

40.4  47.2 

53-8 

2 

269 


POTTSVILLE  IRON  AND  STEEL  CO., 


BOLTS,  WITH  SQUARE  HEADS  AND  NUTS. 

Weight  of  one  hundred  of  the  enumerated  sizes. 


HOOPES  & TOWNSEND,  PHILADELPHIA. 


Length, 
in  inches. 

13^" 

4.16 

10.62 

23.87 

39-31 

4.22 

11.72 

25.06 

41.38 

2 

4-75 

12.38 

26.44 

45-69 

73.62 

% 

5-34 

12.90 

28.62 

49-50 

76.00 

23^ 

5-97 

14.69 

29.50 

51-25 

79-75 

2^ 

6.50 

16.47 

31.16 

53-00 

83.00 

3 

17.87 

32.44 

56.00 

85-38 

127.25 

3/^ 

18.94 

39-75 

63.12 

93-44 

140.56 

4,  ^ 

20.59 

42.50 

74.87 

108.12 

148.37 

228.0 

296.0 

43^ 

21.69 

44.87 

79.62 

113.12 

158.76 

239-0 

310.0 

5 

23.62 

48.81 

83.00 

122.00 

167.25 

250.0 

324.0 

25.81 

S'!  .38 

87.88 

128.62 

174.88 

261.0 

338.0 

6 

26.87 

53-31 

92.38 

131-75 

204.25 

272.0 

352.0 

56.87 

96.88 

139-56 

214.69 

283.0 

366.0 

7,  ^ 

59-12 

99.87 

145-50 

228.44 

294.0 

370.0 

73^ 

61.87 

105.75 

150.88 

235-31 

305-0 

384-0 

8 

64.44 

109.50 

157.12 

239.88 

316.0 

398-0 

9 

70-50 

118.12 

169.62 

258.12 

338-0 

426.0 

10 

77.00 

128.13 

184.00 

276.18 

360.0 

454-0 

II 

82.88 

136.19 

195-13 

295-69 

382.0 

482.0 

12 

86.37 

144.87 

209.75 

311-94 

404.0 

510.0 

13 

92.00 

155-50 

219.37 

335-81 

426.0 

538.0 

14 

97-75 

163.58 

237-50 

351.88 

448.0 

566.0 

15 

103.25 

170.75 

249.06 

391-75 

470.0 

594-0 

Franklin  Institute  Standard  Sizes 

SQUARE  AND  HEXAGON  NUTS. 

Number  of  each  size  in  loo  lbs.  These  nuts  are  chamfered  and  trimmed. 


HOOPES  & TOWNSEND,  PHILADELPHIA. 


"Width. 

Thickness. 

Me. 

Size  of  holt. 

No.  of  square. 

No.  of  hexagon. 

h 

1 

\l 

i 

8140 

9300 

TB 

t’s 

3000 

6200 

f 

IB 

I 

2320 

3120 

25 

32 

TB 

7 

16 

1940 

2200 

7 

i 

1180 

1350 

li 

IB 

m 

TB 

920 

1000 

Its 

5 

m 

5 

8 

738 

830 

ij 

I- 

5 

f 

420 

488 

T 7 

7 

8 

7 

8 

280 

309 

I- 

I 

u 

I 

180 

216 

Is 

H 

130 

148 

2 

It 

i-rg 

li 

96 

III 

2t% 

i| 

I-S5 

i§ 

70 

85 

2| 

li 

I 32 

12 

60 

70 

270 


POTTSVILLE,  PENNA.,  U.  S.  A. 


f. 


WEIGHT  OF  RIVETS. 


Per  hundred.  Length  from  under  head. 


Length, 

DIAMETER 

, IN  INCHES. 

in 

inches. 

H 

% 

% 

• I 

13^ 

xK 

I] 

5-4 

12.6 

21-5 

28.7 

43-1 

65-3 

91-5 

123.0 

I.i, 

6.2 

13-9 

237 

31.8 

47-3 

70.7 

98.4 

133-0 

If 

6.9 

15-3 

25.8 

34-9 

51-4 

76.2 

105.0 

142.0 

2 

7.7 

16.6 

27.9 

37-9 

55-6 

81.6 

II2.0 

150.0 

8-5 

18.0 

30.0 

41.0 

59-8 

87.1 

II9.O 

159-0 

2^ 

9.2 

19.4 

32.2 

44-1 

63.0 

92-5 

126.0 

167.0 

2f 

lO.O 

20.7 

34-3 

47.1 

68.1 

98.0 

133-0 

176.0 

3 

10.8 

22.1 

36.4 

50.2 

72.3 

103.0 

140.0 

184.0 

3f 

II-5 

23-5 

38.6 

53-3 

76.5 

109.0 

147-0 

193-0 

3k 

12.3 

24.8 

40.7 

564 

80.7 

II4.O 

154-0 

201.0 

3l 

13-1 

26.2 

42.8 

594 

i 84.8 

120.0 

161.O 

210.0 

4 

13-8 

27.5 

45-0 

62.5 

1 89.0 

125.0 

167.0 

218.0 

4f 

14.6  1 28.9 

47.1 

65.6 

93-2 

I3I-O 

174-0 

227.0 

4j 

15-4 

1 30.3 

49.2 

68.6 

97-4 

136.0 

181.O 

236.0 

4f 

16.2 

! 31.6 

51-4 

71.7 

102.0 

142.0 

188.0 

244.0 

5 

i 16.9 

33-0 

53-5 

74.8 

1 106.0 

147-0 

195-0 

253-0  1 

5f 

177 

' 34-4 

55-6 

77.8 

IIO.O 

153-0 

202.0 

1 261.0  i 

5? 

18.4 

i 357 

577 

80.9 

II4.0 

158.0 

209.0 

i 270.0  i 

5f 

1 19.2 

' 37-1 

59-9 

84.0 

II8.0 

163.0 

216.0 

; 278.0  j 

6 

20.0 

;38-5 

62.0 

87.0 

122.0 

169.0 

223.0 

287.0  j 

6^ 

21.5 

41.2 

66.3 

93-.2 

^ I3I-O 

180.0 

236.0 

304-0  ' 

7 

23.0 

43-9 

70.5 

99-3 

' 139-0 

I9I.O 

250.0 

321.0 

7k 

24.6 

46.6 

74.8 

106.0 

147-0 

202.0 

264.0 

338.0 

8 

26.1 

49.4 

79.0 

112.0 

156.0 

213.0 

278.0 

355-0 

8| 

: 27.6 

52.1 

83-3 

118.0 

164.0 

223.0 

292.0 

372.0 

9 

29.2 

54-8 

87.6 

124.0 

173-0 

234-0 

306.0 

1 389-0 
406.0 

9? 

307 

57-6 

91.8 

130.0 

181.O 

245.0 

319-0 

10 

32.2 

60.3 

96.1 

136.0 

189.0 

256.0 

333-0 

423-0 

10^ 

,33-8 

63.0 

lOI.O 

142.0 

198.0 

267.0 

347-0 

440.0 

ii" 

1 35-3 
'36.8 

657 

105.0 

148.0 

206.0 

278.0 

361.0 

i 457-0 

II? 

1 68.5 

109.0 

155-0 

214.0 

289.0 

375-0 

474.0 

12 

38.4 

71.2 

113-0 

161.0 

223.0 

300.0 

388.0 

491.0 

Heads. 

1.8 

57 

10.9 

13-4 

22.2 

38.0 

57-0 

82.0  1 

i 

271 


POTTSVILLE 

IRON  AND  STEEL  CO., 

Table  showing  the  average  weight,  in  pounds,  of  one  hundred 

MACHINE  BOLTS 

Of  various  sizes  and  lengths,  having  square  heads 
and  square  nuts. 

Lengths 

% 

A 

34 

1% 

% 

% 

% 

1 

4 

6 

9% 

15 

21 

30 

35 

2 

4^ 

7 

II 

17 

24 

33% 

39 

68 

234 

534 

8 

1234 

19 

26% 

37 

43 

74 

116 

3 

6% 

9 

14 

21 

29% 

40% 

48 

81 

124 

185 

3% 

7 

10 

1534 

23 

3234 

44 

52 

87 

132 

196 

4 

7% 

II 

1734 

25 

35 

47% 

56% 

93 

140 

207 

4^ 

8^ 

12 

1834 

27 

37% 

51 

61 

100 

149 

218 

5 

9M 

1334 

20 

29 

40 

54% 

65 

106 

158 

229 

sK 

10 

14^ 

2134 

31 

42% 

58 

69 

112 

166 

240 

6 

10% 

1534 

2334 

33 

4534 

61% 

74 

118 

174 

251 

63^ 

“34 

1634 

25 

35 

4834 

65 

r^\ 

00 

125 

182 

262 

7 

12^ 

17M 

26% 

37 

51% 

68% 

82% 

131 

190 

273 

7K 

13 

18^ 

2834 

39 

53% 

72 

87 

137 

198 

284 

8 

^3% 

20 

3034 

41 

56 

75% 

91 

143 

207 

295 

9 

34 

45 

6134 

82% 

100 

155 

223 

317 

10 

37% 

49 

67 

89% 

109 

168 

240 

339 

II 

41 

53 

7234 

96% 

II8 

180 

256 

360 

12 

4434 

57 

78 

103% 

127 

192 

272 

382 

13 

8334 

110% 

135 

205 

289 

404 

14 

89 

117% 

144 

217 

306 

426 

15 

94% 

124% 

153 

230 

323 

448 

16 

100 

131% 

162 

242 

340 

470 

17 

105% 

138% 

I7I 

255 

357 

492 

18 

III 

145% 

•179 

267 

374 

514 

19 

116% 

152% 

188 

280 

391 

536 

20 

122 

159% 

197 

292 

408 

558 

272 


POTTSVILLE,  PENNA.,  U.  S.  A, 


Sizes  and  weights  of 


SQUARE  AND  HEXAGON  NUTS. 


1 

?ranklin  Institute 

Hoopes  & Townsend's 

Standard  Sizes. 

Regular  Sizes. 

Square. 

Hexa- 

gon. 

Square. 

Hexagon. 

'o 

o 

' 1 

:ght,  each, 
in  lbs. 

;ght,  each, 
in  lbs. 

1 ^ 

[ght,  each, 
in  lbs. 

i 

i 

ght,  each, 
in  lbs. 

E-> 

^ ■ 

’p3 

E-i 

s 

$ 

i 

* 

i 

0.012 

O.OII 

i 

1 

■t 

0.015 

i 

i 

0.012 

T®S 

TS 

0.033 

0.016 

i 

TS 

0.028 

5 

8 

TB 

0.023 

3 

1 

' 16 

1 

0.043 

0.032 

f 

1 

0.049 

3 

4 

3 

8 

0.040 

TB 

M 

[ 

0.052 

1 

0.045  : 

g 

1 

0.072 

1 

TS 

0.046 

i 

1 1 

0.085 

0.074 

I 

i 

0.119 

I 

TS 

O.III 

1% 

U: 

9 

! 

0.109 

0.100  j 

ig 

i 

0.154 

I 

1 0.II4 

6 

8 

^TB 

f : 

0-135 

1 

0.120 

li 

6 

« 1 

0.244 

Ig 

i 

0.187 

1 

3 

4 

0.238 

0.205 

if 

* 

0.370 

Ig 

z 

0-339 

7 

Its 

1 

0-357  , 

0.32 

li  1 

1 

0.465 

Ig 

I 

0.446 

I 

If 

I 

0-556  j 

0.46  ' 

If 

I 

0.714  1 

If 

Ig 

0.667 

H 

III 

ig 

■0.769 

0.68  1 

Ig 

1 

1.05 

2 

Ig 

1. 00 

li 

2 

li  : 

1.04 

0.90 

2i 

ij 

1-39  ! 

2 

If 

1.04 

If 

-7  3 

2ts 

If 

1*43 

1. 18 

2g 

Ig 

2.22  1 

1 

2f 

lA 

1-39 

I* 

i 

2|  j 

i^  ! 

1.67 

1-43 

i 

3 

Ig 

3.12 

2f 

Ig 

2.33 

1 

3i 

Ig 

3.50 

2 

3^ 

2 

525 

2? 

3f 

2f 

5-75 

2^ 

1 

! 

4i 

2f 

7.25 

2f 

4i 

3 

10. 0 

3 

1 

1 

4f 

3f  ! 

12.0 

POTTSVILLE  IRON  AND  STEEL  CO., 


« Standard  sizes  of 

WROUGHT-IRON  WASHERS. 

Number  in  loo  pounds. 


Thickness 

Size  of  bolt. 

Diameter, 

Size  of  hole, 

Number  in 

in  inches. 

in  inches. 

of  wire  gauge. 
Number. 

in  inches. 

100  lbs. 

1 

f\ 

i6 

1 

4 

29,300 

f 

a 

8 

16 

_5_ 
1 6 

18,000 

I 

tV 

14 

3 

8 

7,600 

T6 

II 

f 

3^300 

I 

II 

T6 

2,180 

1 1 
1 6 

II 

1 

2,350 

If 

1 3 
1 6 

II 

2. 

4 

1,680 

2 

3 1 

■32 

10 

i 

1,140 

2^ 

8 

I 

580 

2| 

li 

8 

If 

470 

3 

If 

7 

If 

360 

3 

If 

6 

If 

360 

CAST  HEADS  AND  WASHERS, 

For  combination  bolts. 


Diameter  of  bolt,  I 
in  inches. 

Diameter 

of  head  or  washer, 
j in  inches. 

Weight  of  head, 
in  lbs. 

Weight  of  washer, 
in  lbs. 

Diameter  of  bolt, 
in  inches. 

Diameter 

of  head  or  washer, 
in  inches. 

Weight  of  head, 
in  lbs. 

I 

^ 1 

Weight  of  washer, 
in  lbs. 

2f 

0.32 

0.32 

If 

6| 

7.0 

7.0 

f 

3 

0.67 

0.61 

If 

7f 

8.3 

8.3 

3 

4 

3f 

0.91 

0.78 

T 7 

•■•8 

7l 

10.4 

10.4 

7 

8 

3l 

0.95 

0.89 

2 

8f 

12.4 

12.4 

I 

4f 

1-7 

1-75 

2f 

8| 

134 

134 

If 

4| 

2.3 

2-3 

2f 

9f 

15.8 

15.8 

If 

5f 

3-0 

3-0 

2f 

9f 

17-5 

17-5 

If 

5| 

4.2 

4.2 

2f 

9f 

20.0 

20.0 

I^ 

6f 

5-2 

5-2 

274 


POTTSVILLE,  PENNA.,  U.S.  A. 


WEIGHT  OF 

LARGER  SIZES  OF  FORGED  HEXAGON  NUTS 


Diameter  of  bolt, 
in  inches. 

Weight,  in  lbs. 

Diameter  of  bolt, 
in  inches. 

1 

Weight,  in  lbs. 

2i 

8 

1 

20 

2f 

9 

3i 

22 

2j 

3l 

23 

2f 

11 

3i 

24 

2| 

3t 

25 

2i 

14 

3l 

27 

3 i 

17 

4 

29 

Note. — The  above  is  the  weight  of  iron  required  to  forge 
one  nut  of  the  sizes  given. 


1 

Weight,  in  lbs.,  of 

NUT  AND  BOLT  HEADS. 

For  common-sized  nuts  and  heads,  the  following  table  is  close  enough  for 
! estimating  the  weights. 


HEAD  AND  NUT. 

HEAD  AND 

NUT,  1 

i 

Diameter 
of  bolt. 

Square. 

1 

Hexagon. 

Diameter 
of  bolt. 

1 

j Square. 

Hexagon.  1 

i i 

0.021 

0.017 

T 1 

2.56 

2.14 

.3 

8 

0.70 

0-57 

li 

4.42 

3-77 

i 

0.164 

0.128 

If 

7.00 

5.62 

t 

0.321 

’ 0.267 

2 

10.5 

00 

Ln 

3. 

4 

0-55 

0.43 

2j 

21.0 

17.2 

7 

8 

0.88 

0.73 

3 

36.4 

28.8 

I 

131 

1. 1 

■I- 


275 


i 


POTTSVILLE  IRON  AND  STEEL  CO., 


Weight  of 

ONE  SQ.  FOOT  OF  SHEET  IRON  OR  STEEL. 

Birmingham  Gauge. 


Thickness, 

in  inches. 

No.  of  gauffo. 

Iron. 

Steel. 

In  decimals. 

In  fractions. 

0000 

0.454 

29 

64 

18.35 

18.54 

000 

0.425 

_55_ 
12  8 

17.18 

17-35 

00 

0.380 

49 
12  8 

15-36 

15-51 

0 

0.340 

1 1 
¥2 

13-74 

13-87 

I 

0.300 

1 9 

12.13 

12.25 

2 

0.284 

9 

32 

11.48 

11-59 

3 

0.259 

33 
12  8 

10.47 

10.57 

4 

0.238 

3 1 
12  8 

9.62 

9-72 

5 

0.220 

3V 

8.89 

8.98 

6 

0.203 

8.21 

8.29 

7 

0.180 

_2^3_ 
12  8 

7.27 

7-35 

8 

0.165 

6.70 

6.74 

9 

0.148 

1 9 
12  8 

5-98 

6.04 

10 

0.134 

5-42 

5-47 

II 

0.120 

tW 

4-85 

4-90 

12 

0.109 

61- 

4.41 

4-45 

' 13 

0.095 

-S2 

3-84 

3.88 

14 

0.083 

3-35 

3-39 

15 

0.072 

2.91 

2.94 

16 

0.065 

tV 

2.63 

2.65 

17 

0.058 

2.34 

2.37 

18 

0.049 

1.98 

2.00 

19 

0.042 

1.70 

1.71 

20 

0.035 

1. 41 

1-43 

21 

0.032 

sV 

1.29 

1.30 

22 

0.028 

1-13 

1. 14 

23 

0.025 

1. 01 

1.02 

24 

0.022 

0.889 

0.898 

25 

0.020 

0.808 

0.816 

26 

0.018 

0.722 

0.735 

27 

0.016 

6¥ 

0.647 

0.653 

28 

0.014 

0.568 

0.572 

29 

0.013 

0.525 

0.531 

30 

0.012 

0.485 

0.490 

31 

0.010 

0.404 

0.408 

32 

0.009 

0.364 

0.367 

33 

0.008 

1 

12  8 

0.323 

0.326 

34 

0.007 

0.283 

0.286 

35 

0.005 

0.202 

0.204 

276 


F 


POTTSVILLE,  PENNA.,  U.  S.  A. 


r 


r 

r 

1 


I 


t- 


Weight  of 

ONE  SQ.  FOOT  OF  SHEET  IRON  OR  STEEL. 


American  Gauge. 


Thickness,  in  inches. 

No.  of  grauKe. 

Iron. 

steel. 

In  decimals. 

In  fractions. 

0000 

0.46 

1 5 
3 2 

18.63 

18.87 

000 

0.41 

1 3 
3 2 

16.58 

16.80 

00 

0.365 

tl 

14.77 

15.00 

0 

0.325 

fi 

1315 

13-32 

I 

0.289 

19 

6¥ 

11.70 

11.86 

2 

0.257 

1 7 
6¥ 

10.43 

10.57 

3 

0.229 

1 5 
64 

9.29 

9.42 

4 

0.204 

1 3 
■64 

8.27 

8.38 

5 

0.182 

3 

T6 

7.37 

7.46 

6 

0.162 

1 1 
■64 

6.56 

6.64 

7 

0.144 

9 

64 

5.84 

5-92 

8 

0.128 

■§■ 

5.20 

5-27 

9 

0.H4 

4.63 

4.69 

10 

0.102 

■61 

4.12 

4.18 

II 

0.091 

3 

3 2 

3-67 

3-72 

12 

0.080 

3-27 

3-31 

13 

0.072 

2.92 

2.95 

14 

0.064 

1 

1 6 

2.59 

2.63 

15 

0.057 

2.31 

2.34 

16 

0.050 

2.05 

2.08 

17 

0.045 

1.83 

1.86 

18 

0.040 

1.63 

1.65 

19 

0.036 

1.45 

1.47 

20 

0.032 

1 

3 2 

1.29 

I-3I 

21 

0.028 

I.I5 

i.i6 

22 

0.025 

1.03 

1.04 

23 

0.023 

0.91 

0.92 

24 

0.020 

0.81 

0.82 

25 

0.018 

0.72 

0.73 

26 

0.016 

■64 

0.64 

0.65 

27 

0.014 

0:57 

0.58 

28 

0.013 

0.51 

0.52 

29 

O.OII 

0.46 

0.47 

30 

0.010 

0.41 

0.41 

31 

0.009 

0.36 

0.37 

32 

0.008 

0.32 

0.33 

33 

0.007 

0.29 

0.29 

34 

0.006 

0.25 

0.26 

35 

0.005 

0.23 

0.23 

277 


POTTSVILLE  IRON  AND  STEEL  CO. 


AMERICAN  AND  BIRMINGHAM  WIRE  GAUGES 

Thickness,  in  inches. 

HASWELL 


No.  of 
gauge. 

Thickness 
of  American 
gauge. 

Thickness  1 
of  Birmingham' 
gauge. 

No.  of 
gauge. 

Thickness 
of  American 
gauge. 

Thickness 
of  Birmingham 
gauge. 

0000 

0.46 

0.454 

17 

0.0452 

0.058 

000 

0.4096 

0.425 

18 

0.0403 

0.049 

00 

0.3648 

0.38 

19 

0-0359 

0,042 

0 

0.3248 

0.34 

20 

0.0319 

0-035 

I 

0.2893 

0.30 

21 

0.0284 

0.032 

2 

0.2576 

0.284 

22 

0.0253 

0,028 

3 

0.2294 

0.259 

23 

0.0225 

0.025 

4 

0.2043 

0.238 

24 

0.0201 

. 0.022 

5 

0.1819 

0.22 

25 

0.0179 

0.02 

6 

0.1620 

0.203 

26 

0.0160 

0,018 

7 

0.1443 

0.18 

27 

0.0142 

0.016 

8 

0.1285 

0.165 

28 

0.0126 

0.014 

9 

O.II44 

0.148 

29 

0.0112 

0.013 

10 

O.IOI9 

0.134 

30 

O.OI 

0.012 

II 

0.0907 

0.12 

31 

0.0089 

0.01 

12 

0.0808 

0.109 

32 

0.0079 

0.009 

13 

0.0719 

0.095 

33 

0.007 

0,008 

14 

0.0641 

0.083 

34 

0.0063 

0.007 

15 

0.057 

0.072 

35 

0.0056 

0.005 

16 

0.0508 

0.065 

36 

0.005 

0.004 

278 


POTTSVILLE,  PENNA.,  U.S.  A. 


CAST-IRON  PIPE. 

Weight  of  a lineal  foot. 


I 

j Thickness  of  metal,  in  inches. 

Bore,  , 


in  inches. 

% 

% 

% 

I 

LBS. 

LBS. 

LBS. 

LBS. 

LBS. 

LBS. 

LBS. 

LBS. 

LBS. 

2 

5-5 

8.7 

12.3 

I6.I 

20.3 

24.7 

29-5 

34-5 

39-9 

2} 

6.8 

10.6 

14.7 

19.2 

24.0 

29.0 

34-4 

40.0 

46.0 

3 

7.9 

12.4 

17.2 

22.2 

27.6 

32.3 

39-3 

45-6 

52.2 

9.2 

14-3 

19.6 

25-3 

31-3 

37-6 

44.2 

51.0 

58.3 

4 

10.4 

16.1 

22.1 

28.4 

35-0 

41.9 

49.1 

56.6 

64.4 

4? 

II. 7 

18.0 

24-5 

315 

38.7 

46.2 

54-0 

62.1 

70.6 

5 

12.9 

19.8 

27.0 

34-5 

42.3 

50.5 

59-9 

67.7 

76.7 

14.1 

21.6 

29-5 

37-6 

46.0 

54-8 

63.8 

73-2 

82.9 

6 

153 

23-5 

31-9 

40.7 

49-7 

59-1 

68.7 

78.7 

89.0 

7 

17.8 

27.2 

36.9 

46.8 

57-1 

67.7 

78.5 

89.8 

lOI.O 

8 

20.3 

30.8 

41.7 

52.9 

64.4 

76.2 

88.4 

lOI.O 

1 14.0 

9 

22.7 

34-5 

46.6 

59-1 

71.8 

84.8 

98.2 

II2.0 

126.0 

10 

1 

25.2 

38.2 

51-5 

65.2 

79.2 

93-4 

108.0 

123.0  138.0 

1 

II 

27.6 

41.9 

56.5 

71-3 

86.5 

102.0 

118.0 

134.0  150.0 

12 

30.1 

45-6 

61.4 

77-5 

93-9 

III.O 

128.0 

145.0 

163.0 

13  I 

32.5 

49.2 

66.3 

83.6 

lOI.O 

119.0 

138.0 

156.0 

175.0 

14 

35-0 

52.9 

71.2 

89.7 

109.0 

128.0 

147.0 

167.0 

187.0 

15 

37-4 

56.6 

76.1 

95.9  116.0 

136.0 

157-0 

178.0 

199-0 

16 

39-1 

60.3 

81.0 

1 

102.0 

123.0 

145.0 

167.0 

189.0 

212.0 

18  1 

44.8 

67.7 

90.9  114.0 

138.0 

162.0 

187.0 

21 1. 0 

236.0 

20 

49-7 

75-2 

lOI.O 

127.0  153.0 

179.0 

206.0 

233-0 

261.0 

22 

54-6 

82.6 

III.O 

139-0 

168.0 

197.0 

226.0 

255-0 

285.0 

24 

59-6 

89.9 

120.0 

151.0 

182.0 

214.0 

245.0 

278.0 

310.0 

26 

64-5 

97-3 

I3I.O 

164.0 

198.0 

231.0 

266.0 

300.0 

335-0 

28 

69.4 

105.0 

140.0  176.0 

212.0 

249.0 

286.0 

323-0 

360.0 

30 

74.2 

112.0 

150.0  188.0: 

227.0 

266.0 

305-0 

345-0 

384-0 

Note. — For  each  joint,  add  a foot  to  length  of  pipe. 


279 


POTTSVILLE  IRON  AND  STEEL  CO., 


WROUGHT-IRON  WELDED  TUBES. 

For  steam,  gas,  or  water. 


inch  and  below,  butt  welded  ; proved  to  300  pounds  per  square  inch, 
hydraulic  pressure. 

i3^  inch  and  above,  lap  welded ; proved  to  500  pounds  per  square  inch, 
hydraulic  pressure. 


TABLE  OF  STANDARD  DIMENSIONS. 

MORRIS,  TASKER  & CO.,  LIMITED. 


Inside  diameter,  in 
inches. 

Actual 

outside  diameter, 
in  inches. 

Thickness,  in  inches. 

Actual 

inside  diameter,  in  - 
inches. 

Internal  area,  in 
inches. 

External  area,  in 
inches. 

Weight 

per  foot  of  length, 
in  pounds. 

Number  of 
threads  per  inch 
of  screw. 

0.405 

0.068 

0.270 

0.0572 

0.129 

0.243 

27 

i 

0.54 

0.088 

0.361 

0.1041 

0.229 

0.422 

i8 

3 

8 

0.675 

0.091 

0.494 

0.1916 

0.358 

0.561 

18 

i 

0.84 

0.109 

0.623 

0.3048 

0.554 

0.845 

14 

3 

4 

1.05 

0.II3 

0.824 

0.5333 

0.866 

1.126 

14 

I 

1-315 

0.134 

1.048 

0.8627 

1-357 

1.670 

1.66 

0.140 

1.380 

1.496 

2.164 

2.258 

1.9 

0.145 

I.611 

2.038 

2.835 

2.694 

2 

2.375 

0.154 

2.067 

3-355 

4-430 

3-667 

III 

2.875 

0.204 

2.468 

4-783 

6.491 

5-773 

8 

3 

3-5 

0.217 

3-067 

7.388 

9.621 

7-547 

8 

4.0 

0.226 

3-548 

9.887 

12.566 

9-055 

8 

4 

4-5 

0.237 

4.026 

12.730 

15.904 

10.728 

8 

5-0 

0.247 

4.508 

15-939 

19-635 

12.492 

8 

5 

5-563 

0.259 

5-045 

19.990 

24.299 

14.564 

8 

6 

6.625 

0.280 

6.065 

28.889 

34-471 

18.767 

8 

7 

7.625 

0.301 

7-023 

38.737 

45-663 

23.410 

8 

8 

8.625 

0.322 

7.982 

50-039 

58.426 

28.348 

8 

9 

9.688 

0.344 

9.001 

63.633 

73-715 

34-077 

8 

10 

10.75 

0.366 

10.019 

78.838 

90.762 

40.641 

8 

280 


POTTSVILLE,  PENNA.,  U.S.  A, 


WROUGHT-IRON  WELDED  TUBES. 


Extra  strong. 


1 

Thickness,  j 

Actual  inside 

Actual  inside 

Nominal 

Actual  outade 

Thickness, 

double  extra  I 

diameter. 

diameter. 

Diameter. 

diameter. 

extra  strong. 

double  extra 

strong. 

extra  strong. 

strong. 

f ! 

0.405 

O.IOO  j 

0.205 

4 ! 

0.54 

0.123 

0.294 

S 

8 

0.675 

0.127 

0.421 

0.84 

0.149 

0.298 

0.542 

0.244 

4 

1.05 

0.157 

0.314 

0.736 

0.422 

I 

1-315 

0.182 

0.364 

0.951 

0.587 

1.66 

. 0.194 

0.388 

1.272 

0.884 

I? 

1.9 

0.203 

0.406 

1.494 

1.088 

2 

2-375 

0.221 

0.442 

1-933 

I -49 1 

Q.— 

2.875 

0.280 

0.560 

2-315 

1-755 

3 

3-5 

0.304 

0.608 

2.892 

2.284 

ol 

; 4-0 

0.321 

0.642 

3-358 

2.716 

4 

1 4-5 

0.341 

0.682 

3-8i8 

3-136 

SHIP  SPIKES. 

Number  in  one  hundred  pounds. 


J 1 

I 

1 

1 

J 1 

Number 

^ 1 

.1 

Number  ' 

® t 

1 

1 

Number 

g ! 

•S  1 

in 

• s 

g 

in  ' 

•2 

.s 

in 

cT 

f I 

100  lbs. 

1 -s 

i N 

100  lbs. 

"S) 

100  lbs. 

w 1 

1 -J 

1 

3 

i 

1-^ 

T ; 

3 

1910 

1 A 

5 

461 

9 

T6 

7 

190 

^ 1 

3^  1 

1585 

1 T V 

5i- 

423 

9 

T6 

7l- 

180 

4 1 

1326 

Tj6 

6 

402 

9 

T6 

8 

170 

4 

42"  1 

1223  ! 

6J 

321 

9 

T6 

160 

i 

I 5 

1025 

2 

5“ 

340 

T6 

9 

150 

A 

1 3 

1010  1 

5i 

312 

TF 

10 

140 

a 

1 6 

3-2- 

963  ^ 

6 

298 

1 

8 

140 

5 

1 6 

4 

810 

i ^ 

61 

280  ' 

1 

9 

120 

_5_ 
1 6 

4f 

605  1 

; * 

7 

261  , 

5 

8 

10 

no 

_5_ 
1 6 

' 5 

583  ' 

i 1 

240 

5, 

8 

II 

100 

5 

lj6 

6 

521  : 

1 i 

8 

223  i 

I 

10 

80 

T% 

i 4 

542  ; 

! _9_ 
1 1 6 

6 

221  ; 

3- 

4 

15 

60 

tV 

1 4i 

503  1 

1 1 6 

200  1 

POTTSVILLE  IRON  AND  STEEL  CO 


NUMBER  OF  NAILS  AND  TACKS  PER  POUND. 


NAILS. 

TACKS. 

Title. 

Length, 

No.  nails 

Title. 

Length, 

No.  tacks 

in  inches. 

per  lb. 

in  inches. 

per  lb. 

penny  fine. 

760 

I oz. 

1 

S' 

16,000 

3 

I4- 

480 

I J 

A 

10,666 

4 

T 1 

At 

300 

2''  “ 

i 

8,000 

5 

i| 

200 

2^  “ 

6,400 

6 

2 

160 

3 “ 

s 

8 

5.333 

7 

a 

128 

4 “ 

_v_ 
1 6 

4,000 

8 

2i 

92 

6 “ 

T^6 

2,666 

9 

2I 

72 

8 “ 

t 

2,000 

1,600 

10 

<( 

3 

60 

10  “ 

1 1 
1 6 

12 

3t 

44 

12  “ 

3 

4 

1.333 

16 

3l 

32 

14  “ 

1 3 
16 

1.143 

20 

u 

4 

24 

16  “ 

¥ 

1,000 

888 

30 

a 

4‘i 

18 

18  “ 

1 5 
1 6 

40 

“ 

5 

14 

20  “ 

I 

800 

50 

“ 

S? 

12 

22  “ 

ItV 

727 

60 

6 

10 

24  “ 

If 

666 

6 

“ fence. 

2 

80 

8 

“ 

22- 

50 

10 

“ 

3 

34 

12 

3t 

29 

j 5 pounds  of  4 penny,  or  3%  pounds  of  3 penny,  will  lay  1000  shingles ; 
j 5%  pounds  of  3 penny  fine  will  put  on  1000  laths,  4 nails  to  the  lath. 


! 


RAILROAD  SPIKES. 


Length, 

Thickness, 

No.  in 

Length, 

Thickness, 

No.  in 

in  inches. 

in  inches. 

100  lbs. 

in  inches. 

in  inches. 

100  lbs. 

4f 

t'f 

351 

1 

237 

4j 

267 

52“ 

5k 

T¥ 

193 

5 

1 

473 

1 

146 

5 

T¥ 

326 

6 

1 

207 

5 

1 

2 

260 

6 

175 

5 

T6 

197 

6 

1 

I3I 

5 

1 

172 

J. 


282 


POTTSVILLE,  PENNA.,  U.S.  A. 

RAILROAD  BARS. 


Table  showing  the  number  of  tons  per  mile  correspond-  « 
ing  to  the  following  weight  of  rails  per  lineal  yard.  Ton 
of  2240  pounds. 


Weight  per  yard, 
in  lbs. 

Tons  per  mile. 

Weight  per  yard, 
in  lbs.  1 

Tons  per  mile. 

8 

TO  1 280 

•*■^•2240 

I 

52 

8i.MS§ 

12 

i84ne 

56 

88 

16 

25-2¥4% 

57 

89-MI§ 

25 

39AYO 

60 

94.#2¥o 

30 

62 

97-2¥4°0 

35 

55 

64 

100. 

40 

62.^110 

65 

102.2%% 

45 

68 

50 

70 

no 

Calculated  for  “ single  track”  (2  rails). 

Multiply  the  pounds  per  yard  by  if,  and  the  result  will  be  the  number 
of  tons  (of  2240  pounds)  per  mile  of  single  track. 


RAILROAD  SPLICE  OR  “FISH”  JOINTS. 

The  ordinary  length  of  splice  plates  is  23"  or  24",  with 
4 bolts  of  f"  diameter  to  each  pair  of  plates.  The  average 
weight  of  the  plates  is  16  pounds,  and  of  the  4 bolts  (with 
single  nuts),  4 pounds,  making  20  pounds  total  weight  per 
“joint.”  If  double  or  “jam”  nuts  are  used,  the  weight  of 
the  4 bolts  will  be  5J  pounds,  or  2\\  pounds  per  joint. 


“SINGLE  TRACK.” 


Lengths  of 
rail,  in  feet. 

Nnmber  of 
joints  per  mile. 

Pounds  of 
plates  per  mile. 

Pounds  of 
bolts  per  mile. 

Total 

weight  per  mile. 

18 

588 

9408 

2352 

11,760 

21 

528 

8448 

2112 

10,560 

24 

440 

7040 

1760 

8,800 

25 

423 

6768 

1692 

8,460 

27 

391 

6256 

1564 

7,820 

30 

352 

5632 

1408 

7,040 

Note. — If  double  nuts  are  used,  add  37^  per  cent,  to  the  weight  of  the 
bolts. 


283 


POTTSVILLE  IRON  AND  STEEL  CO., 


NOTE  ON  BRICK  ARCHES  FOR  FLOORS. 


The  apjDroxiraate  number  of  bricks,  and  the  cost  of  brick 
work  in  arches  for  floors,  will  depend  somewhat  upon  the 
size  and  cost  per  thousand  of  bricks. 

With  bricks  8^-  X 4 X 2,  and  joints  of  mortar  from  to 
between  them,  edgewise  arches  will  require  about  8 
bricks  per  square  foot  of  floor,  and  endwise  arches  will 
require  ibg. 

Estimating  the  average  cost  of  hard  brick  at  ^10  per  thou- 
sand, and  the  cost  of  laying,  including  mortar,  centres, 
scaflblding,  etc.,  at  ^10  per  thousand  more,  or  $20  per  thou- 
sand in  place,  the  edgewise  arches  will  cost  16  cents  per 
square  foot,  and  the  endwise  arches  33  cents  per  square  foot, 
put  up  complete. 


WEIGHTS  OF  MATERIALS. 


Per  cubic  foot. 


Water • 62.3 

Fire  brick i37-0 

Brick  work  112.0 

Coal,  anthracite,  solid . . 100.0 

Coal,  anthracite,  broken ^7.0 

Coal,  bituminous 77-0-  90.0 

Coke 62.0-104.0 

Granite 164.0-172.0 

Plaster  of  Paris 73.^ 

Limestone 169.0-175.0 

Masonry 1 16.0-144.0 

Sandstone 144.0 

Slate  178.0 

Common  gravel 109.0 

Mud 102.0 

Mortar 98.0 

Concrete 125.0 

Common  soil i37-0 

Glass  . 165.0 


I bushel  of  bituminous  coal  weighs  80  pounds. 
28  bushels  = I ton  of  2240  pounds. 


284 


POTTSVILLE,  PENNA.,  U.  S.  A. 


WEIGHT  OF  TIMBER. 


Lbs.  per  cubic  foot. 

Lbs.  per  foot,  B.  M. 

Relative 

strength  for  cross 
breaking. 

Crushing  weight 
per  so.  inch  in  tons 
of  2000  lbs. 

Ash 

47 

3-9 

149 

4-3 

Beech,  white 

II5 

Beech,  red 

43 

3-6 

144 

4.6 

Chestnut  . . . • 

33 

2.8 

II2 

Cedar,  American  white  . . 

50 

4.2 

63 

2.8 

Elm 

34 

2.8 

51 

Hemlock 

95 

Locust 

44 

3-7 

Maple 

49 

4.1 

White  oak 

45 

3-8 

145 

2.8 

Live  oak 

70 

5.8 

155 

White  pine 

30 

2-5 

102 

2-5 

Yellow  pine 

33 

2.8 

98 

2.7 

vSpruce 

86 

Black  walnut 

42 

3-5 

I2I 

3-0 

PLASTERING. 

The  plastering  of  inside  walls  of  buildings  generally 
consists  of  three  separate  coats  of  mortar. 

A plasterer,  aided  by  one  or  two  laborers,  can  average 
from  lOO  to  150  square  yards  a day  of  first  coat;  90  to  100 
yards  of  second  coat ; and  about  50  yards  for  the  third  coat. 

One  thousand  laths,  X 4^  cover  660  square  feet, 
and  a carpenter  can  nail  up  laths  at  the  rate  of  50  square 
yards  per  day,  in  common  square  rooms. 


285 


POTTSVILLE  IRON  AND  STEEL  CO., 


AMERICAN  SLATING. 

Slating  is  estimated  by  the  “ square,”  which  is  the  quantity 
required  to  cover  loo  square  feet.  The  slates  are  usually  laid 
so  that  the  third  laps  the  first  three  inches.  Therefore  to 
compute  the  number  of  slates  of  a given  size  required  per 
square : Subtract  3"  from  the  length  of  the  slate,  multiply 
the  remainder  by  the  width,  and  divide  by  2.  This  will 
give  the  number  of  square  inches  covered  per  slate ; divide 
14,400  (the  number  of  square  inches  in  a square)  by  the 
number  so  found,  and  the  result  will  be  the  number  of  slates 
required. 

The  following  table  gives  the  number  of  slates  per  square 
for  the  usual  sizes  : 


NUMBER  OF  SLATES  PER  SQUARE. 


Size,  in  inches. 

Pieces  per 
square. 

Size,  in  inches. 

Pieces  per 
square. 

Size,  in  inches. 

Pieces  per 
square. 

6 X 12 

533 

8X  16 

277 

12  X 20 

141 

7 X 12 

457 

9 X 16 

246 

14  X 20 

121 

8X  12 

400 

10  X 16 

221 

II  X 22 

137 

9 X 12 

355 

9X  18 

213 

12  X 22 

126 

7 X 14 

374 

10  X 18 

192 

14  X 22 

108 

8 X 14 

327 

12  X 18 

160 

12  X 24 

114 

9 X 14 

291 

10  X 20 

169 

14  X 24 

98 

10  X 14 

261 

II  X 20 

154 

16  X 24 

86 

The  weight  of  slate  per  cubic  foot  is  about  174  pounds, 
or  per  square  foot  of  various  thicknesses  as  follows  : 


Thickness, 

Weight, 

Thickness, 

Weight, 

Thickness, 

Weight, 

in  inches. 

in  Ids. 

in  inches. 

in  Ids. 

in  inches. 

in  lbs. 

1. 81 

i 

3.62 

4 

7*25 

2.71 

3 

8 

5-43 

The  weight  of  slating  laid  per  square  foot  of  surface  cov- 
ered will,  of  course,  depend  on  the  si^e  used.  The  weight 
of  10  X slate,  thick,  for  example,  per  square  foot  of 
roof,  would  be  5.86  pounds. 

SHINGLING. 

An  average  shingle  7J"  wide  in  8^"  courses  shows  64 
making  3 shingles  to  a square  foot  of  roof,  including  waste. 
They  are  usually  laid  in  3 thicknesses. 


286 


I 


POTTSVILLE,  PENNA.,  U.  S.  A. 


PAINTING  AND  GLAZING. 

Painting  is  measured  by  the  superficial  yard,  girting  every  part  of  the 
work  that  is  covered  by  paint,  and  allowing  an  addition  to  the  actual 
surface  for  covering  deep  quirks  of  moulding.  Generally  estimates  are 
made  for  each  coat  of  paint  at  a certain  price  per  superficial  yard. 

WINDOW  GLASS. 

NUMBER  OF  LIGHTS  PER  BOX  OF  FIFTY  FEET.  j 

j Inches. 

No. 

Inches. 

No. 

1 Inches. 

No. 

Inches. 

No. 

! 6X8 

150 

12  X 18 

33  ' 

16  X 44 

10  1 

26  X 32 

9 

7X9 

II5 

12  X 20 

30  1 

18  X 20 

20  1 

26  X 34 

8 

8 X 10 

90 

12  X 22 

27  1 

18  X 22 

18 

26  X 36 

8 

8 X II 

82 

12  X 24 

25  , 

1 18  X 24 

17 

26  X 40 

7 

8 X 12 

75 

12  X 26 

23  ' 

1 18  X 26 

15 

26  X 42 

7 

8 X 13 

70 

12  X 28 

21 

j 18  X 28 

14 

26  X 44 

6 

8 X 14 

64 

12  X 30 

20 

18  X 30 

13 

26  X 48 

6 

8 X 15 

60 

12  X 32 

18 

1 18  X 32 

13 

26  X 50 

6 

8 X 16 

55 

12  X 34 

17 

1 18  X 34 

12 

26  X 54 

5 

9 X II 

72 

13  X 14 

40 

18  X 36 

11 

26  X 58 

5 

9 X 12 

67 

13  X 16 

35 

1 18  X 38 

II 

28  X 30 

9 

9 X 13 

62 

13  X 18 

31 

! 18  X 40 

10 

28  X 32 

8 

9 X 14 

57 

13  X 20 

28 

18  X 44 

9 

28  X 34 

8 

9 X 15 

53 

13  X 22 

25 

20  X 22 

16 

28  X 36 

7 

9 X 16 

50 

13  X 24 

23 

20  X 24 

15 

28  X 38 

7 

1 9 X 17 

47  , 

13  X 26 

21 

20  X 26 

14 

28  X 40 

6 

9 X 18 

44 

13  X 28 

19 

20  X 28 

13 

28  X 44 

6 

1 9 X 20 

40 

13  X 30 

18 

20  X 30 

12 

28  X 46 

6 

1 10  X 12 

60  j 

14  X 16 

32 

20  X 32 

11 

28  X 50 

5 

10  X 13 

55 

14  X 18 

29 

20  X 34 

II 

28  X 52 

5 

10  X 14 

52 

14  X 20 

26 

20  X 36 

10 

28  X 56 

4 

10  X 15 

48 

14  X 22 

23 

20  X 38 

9 

30  X 36 

7 

10  X 16 

45 

14  X 24 

22 

20  X 40 

9 

30  X 40 

6 

10  X 17 

42 

14  X 26 

20 

20  X 44 

8 

30  X 42 

6 

10  X 18 

40 

14  X 28 

18 

20  X 46 

8 

30  X 44 

5 

10  X 20 

36 

14  X 30 

17 

20  X 48 

8 

30  X 46 

5 

10  X 22 

33 

14  X 32  1 

16 

20  X 50 

7 

30  X 48 

5 

10  X 24 

30 

14  X 34 

15 

20  X 60 

6 

30  X 50 

5 

10  X 26 

28 

14  X 36 

14 

22  X 24 

14 

30  X 54 

4 

10  X 28 

26 

14  X 40 

13 

22  X 26 

13 

30  X 56 

4 

10  X 30 

24 

14  X 44 

II 

22  X 28 

12 

30  X 60 

4 

10  X 32 

22 

15  X 18 

27 

22  X 30 

II 

32  X 42 

5 

10  X 34 

21 

15  X 20 

24 

22  X 32 

10 

32  X 44 

5 

II  X 13 

50 

15  X 22 

22 

22  X 34 

10 

I 32  X 46 

5 

1 II  X 14 

47 

15  X 24 

20 

22  X 36  1 

9 

32  X 48 

5 

; II  X 15 

44  ( 

15  X 26 

18 

22  X 38 

9 

' 32  X 50 

4 

1 II  X 16  ' 

41 

15  X 28 

17 

22  X 40 

8 

32  X 54 

4 

i II  X 17  , 

39  , 

15  X 30 

16 

22  X 44 

8 

32  X 56 

4 

II  X 18  ! 

36 

15  X 32 

15 

22  X 46  , 

7 

32  X 60 

4 

I II  X 20 

33  1 

16  X 18 

25 

22  X 50  i 

7 

34  X 40 

5 

II  X 22 

30 

16  X 20 

23 

24  X 28  1 

II 

34  X 44 

5 

II  X 24 

27 

16  X 22 

20 

24  X 30  j 

10 

34  X 46 

1 II  X 26 

25 

16  X 24 

19 

24  X 32  1 

9 

34  X 50 

4 

II  X 28 

23 

16  X 26 

17 

24  X 36  i 

8 

34  X 52 

4 

II  X 30 

21 

16  X 28 

16 

24  X 40  1 

8 

34  X 56 

4 

II  X 32 

20 

16  X 30 

15 

24  X 44  1 

7 

36  X 44 

5 

II  X 34 

19 

16  X 32 

14 

24  X 46 

7 

36  X 50 

4 

12  X 14 

43 

16  X 34 

13  ' 

24  X 48 

6 

36  X 56 

4 

12  X 15 

40 

16  X 36 

12 

24  X 50  ' 

6 

36  X 60 

3 

12  X 16 

38 

16  X 38 

12 

24  X 54  j 

5 

36  X 64 

3 

12  X 17  1 

35 

16  X 40 

II 

24  X 56  ■ 

5 

40  X 60 

3 

287 


POTTSVILLE  IRON  AND  STEEL  CO., 


SKYLIGHT  AND  FLOOR  GLASS. 

LENNOX  PLATE  GLASS  CO.  WARD  & CO.,  AGENTS,  PHILADELPHIA. 

Weight  per  cubic  foot,  156  pounds. 


WEIGHT  PER  SQUARE  FOOT. 


TMckness, 
in  inches. 

Weight, 
in  lbs. 

Thickness, 
in  inches. 

Weight, 
in  lbs. 

Thickness, 
in  inches. 

Weight, 
in  lbs. 

h 

1.62 

-i 

4.88 

.3 

4 

9-75 

_3_ 

16 

2.43 

6.50 

I 

13.00 

3-25 

1 

8.13 

FLAGGING. 

Weight  per  cubic  foot,  168  pounds. 
WEIGHT  PER  SQUARE  FOOT. 


Thickness, 
in  inches. 

Weight, 
in  Ids. 

Thickness, 
in  inches. 

Weight, 
in  Ids. 

Thickness, 
in  inches. 

Weight, 
in  lbs. 

I 

14 

4 

56 

7 

98 

2 

28 

5 

70 

8 

II2 

3 

42 

6 

84 

BRICK  WORK  AND  MASONRY. 

Stone  work  is  estimated  by  the  perch  of  25  cubic  feet. 
Brick  work  is  estimated  by  the  thousand,  and  for  various 
thicknesses  of  wall  runs  as  follows : 

9"  wall,  or  I brick  in  thickness,  14  bricks  per  superficial  foot. 

13"  wall,  or  bricks  in  thickness,  21  bricks  per  superficial  foot. 

18"  wall,  or  2 bricks  in  thickness,  28  bricks  per  superficial  foot. 

22"  wall,  or  2^  bricks  in  thickness,  35  bricks  per  superficial  foot. 

For  each  additional  half  brick  in  thickness  count  seven 
(7)  bricks  per  superficial  foot. 

One  square  yard  of  paving  requires  36  bricks  when  laid 
flat,  or  82  when  laid  on  edge. 

A g”  wall  will  weigh  84  pounds  per  square  foot  of  side 
surface;  a 13"  wall,  1 21  pounds;  an  18"  wall,  168  pounds; 
assuming  weight  per  cubic  foot  of  brick  work  at  112  pounds. 


288 


POTTSVILLE,  PENNA.,  U.  S.  A. 


GALVANIZED  AND  BLACK  IRON. 


Weight,  in  pounds,  per  square  foot  of  galvanized  sheet  iron, 
both  flat  and  corrugated. 


The  numbers  and  thicknesses  are  those  of  the  iron  before 
it  is  galvanized.  When  a flat  sheet  (the  ordinary  size  of 
which  is  from  2 to  2J  feet  in  width  by  6 to  8 feet  in  length) 
is  converted  into  a corrugated  one,  with  corrugations  5 
inches  wide  from  centre  to  centre,  and  about  an  inch  deep 
(the  common  sizes),  its  width  is  thereby  reduced  about  jL 
part,  or  from  30  to  27  inches ; and  consequently  the  weight 
per  square  foot  of  area  covered  is  increased  about  i part. 
When  the  corrugated  sheets  are  laid  upon  a roof,  the  over- 
lapping of  about  2j  inches  along  their  sides,  and  of  4 inches 
along  their  ends,  diminishes  the  covered  area  about  ^ part 
more ; making  their  weight  per  square  foot  of  roof  about 
part  greater  than  before.  Or  the  weight  of  corrugated  iron 
per  square  foot  in  place  on  a roof  is  about  greater  than 
that  of  the  flat  sheets  of  above  sizes  of  which  it  is  made. 


No.  by 
Birmingliam 
■wire  gauge. 

BLACK. 

GALVANIZED. 

Thickness, 
in  inches. 

Flat,  in  lbs. 

Flat,  in  lbs. 

Corrugated, 
in  lbs. 

Corrugated, 

on 

roof,  in  lbs. 

30  i 

0.012 

0.485 

0.806 

0.896 

1.08 

29 

0.013 

0.526 

1 

0.952 

1. 14 

28  : 

0.014 

0-565 

i 0.897 

0.997 

1.20 

27 

0.016 

0.646 

0.978 

1.09 

1.30 

26 

0.018 

0.722 

1.06 

1. 18 

1. 41 

25 

0.020 

0.808 

1. 14 

1.27 

1.52 

24 

0.022 

0.889 

1.22 

1.36 

1.62 

23 

0.025 

1. 01 

1-34 

1.49 

1.79 

22 

0.028 

: 1-13 

1.46 

1.62 

1-95 

21 

0.032 

! 1.29 

1.63 

1. 81 

2.17 

20 

0.035 

I.4I 

1-75 

1.94 

2-33 

19 

0.042 

1.69 

2.03 

2.26 

2.71 

18 

0.049 

1.98 

2.32 

2.58 

3-09 

17 

0.058 

2.34 

2.68 

2.98 

3-57 

16 

0.065 

1 2.63 

2.96 

329 

3-95 

15 

0.072 

1 2.91 

3-25 

3.61 

4-33 

14 

0.083 

3-36 

3-69 

4.10 

4.92 

13 

0.095 

1 3-84 

4.18 

4.64 

5-57 

Note. — The  galvanizing  of  sheet  iron  adds  about  one-third  of  a pound 
to  its  weight  per  square  foot. 

Nos.  20  to  22  are  the  usual  sizes  for  roof  coverings. 


289 


POTTSVILLE  IRON  AND  STEEL  CO. 


290 


POTTSVILLE,  PENNA.,  U.  S.  A. 


! 

i 

I 


) 


i 


: TABLES  OF  MEASURES 

i 


j 

I 

i 


COMPILED  FROM  VARIOUS 
SOURCES. 


TABLE  OF 

DECIMAL  PARTS  OF  A FOOT  FOR  EACH  ONE-THIRTY-SECOND  OF  AN  INCH. 


POTTSVILLE  IRON  AND  STEEL  CO., 


M 

MD  Onm  •^t^O  vni>.0 

M M CM  CM  CM  1-0  10  10 

C5^o^c^o^o^o^o^o^o^o^o^o^cj^o^c3^o^ 

0 

roC^iOMCX)  -^OmO  CMOO  -^OmO  CMOO 
ro  1O0C3  M COMO  0^  M On  CM  Ti-  On  CM 

rococO'^'^'iJ-'^i-OioiO  ionO  mO  no  no 
OOCOOOOOOOOOOOCOCXDOOOOOOOOOOOOOO 

0 

a> 

OnD  CMOO  -^OnO  CMOO  '^OnO  coOniom 
0 CM  10  0 CO  1000  0 conO  00  t-i  rONO  (On 

10  10  10  VOVO  NO  NO  NO  r^oo  00  00  00 

i>. 

(31 

00 

r^coC^LOH-i  r^roCNiOM  r^roONiOM 
nO  Oni-h  ^t^CTNCM  -Nj-t^O  lOf^O  CO  10 

NO  nO>  r^OO  COOO  (OnOnCUnOnO  0 0 

nOnOnOnOnDnOnOnOnOnOnOnOnO 

00 

1 

cocOnlowOO  ^OnD  CMOO  'chOO  CMOO  ^ 
CO  LOOO  i-i  CO  NO  (Oni-h  "chNO  OnCM  ■r^t^ONCM 
OOOOOOOGnOnCjnOOOOmmmwcm 
U-)  LO  LO  un  NO  NO  lO'Oi  nOnOnOnOnOnOnOnO 

ONOCMOO'ChONOCMOO^ONOCOONlOM 

0 CM  10  0 CO  1000  0 conO  00  c-i  conO  (On 

0 0 0 0 I-H  M >-(  1-4  CN)  CM  CM  CM  CO  CO  CO  CO 
lOlOlOiOlOlOiOiOlOlONOl-OiOiOlOiO 

1 VO 

IT) 

r^COGNLOl-l  t^CO<ONNOi-l  t^COONNOl-l 
NO  cjNi-i  -^r^ONCM  cMior^O  com 

►H  1-4  CM  CM  CM  CM  cococo-^'Tf-'cj-^mmm 

i 

10 

1 

cOONmi-iOO  -^OnO  CMOO  tJ-OnO  CMOO  -ich 
CO  moo  HH  conO  (On  m ThNO  (On  CM  ^ On  CM 

cococO'^-^Tj-T^-mmm  mNO  no  no  no 

CO  CO  CO  CO  CO  CO  CO  CO  CO  CO  CO  CO  CO  CO  CO  CO 

CO 

1 

OnO  moo  -chONO  (MOO  rtONO  COCONmM 
0 CM  m 0 CO  moo  O cono  00  i-i  cono  (On 
m m m mNO  no  no  no  t^oo  00  00  00 

CMCMCMCMCMCMMCMCMCMCMCMCMCMCMCM 

CO 

N 

t^co(ONmcM  r^cocONiOM  r^co(ONmM 
NO  (Oni-h  Tj-r^cONCM  Thr-.0  cm  mr^O  com 
NO  NO  r^oo  O0(00  (OnGnconco-.  (D  O O 

mwwmwmmhhwhhmhhmCMCMCM 

w 

M 

coONmMOO  t^-OnO  CMOO  -ci-ONO  CMOO  'd- 
co  moo  I-H  CONO  (On  1-4  '^nO  On  CM  '(t  <0n  CM 

00CX)(X)(0N(OnCOnC0nOOOOi-ii-4i-(MCM 

OOOOOOO’^i^c^’^'^i^cHcHCH 

w 

0 

OnO  CMOO  ^OnD  CM(00  ^hONO  cocONmt-i 
0 CM  m 0 CO  moo  O conD  OO  m cono  (On 

0000mi-(i-ii-4CMCMCMCMCOCOCOCO 

0000000000000000 

0 

0 ! § 

292 


TABLE  OF 

PARTS  OF  A FOOT  FOR  EACH  ONE-Tl lIRTY-SECOND  OF  AN  INCFE 


POTTSVILLE,  PENNA.,  U.  S.  A, 


< 


CJ 

UJ 


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POTTSVILLE  IRON  AND  STEEL  CO., 


TABLES  OF 


DECIMAL  PARTS  OF  AN  INCH  FOR  EACH 
ONE-SIXTY-FOURTH. 


1 

64 

0.015625 

1 9 
64 

0.2969 

5 

8 

0.6250 

sV 

0.03125 

5 

1 6 

0.3125 

21 
3 2 

0.6562 

6¥ 

0.04687 

ii 

0.3438 

43 

64 

0.6719 

1 

1 6 

0.0625 

If 

0.3594 

1 1 

T6 

0.6875 

6T 

0.07812 

I 

0.3750 

23 
3 2 

0.7188 

0.09375 

M 

0.4063 

4 

0.7500 

eV 

0.10937 

0.4219 

25 

32 

0.7812 

0.1250 

A 

0.4375 

13 
1 6 

0.8125 

9 

64 

0.1406 

15 

32 

0.4688 

2 7 
32 

P 

bo 

4^ 

5 

32 

0.1563 

3 1 
61 

0.4844 

1 

0.8750 

0.1718 

1 

0.5000 

If 

0.8906 

T®6 

0.1875 

11 

32 

0.5312 

29 
3 2 

0.9062 

V 

3 2 

0.2187 

3 5 
64 

0.5469 

1 5 
1 6 

0.9375 

if 

0.2344 

9 

1 6 

0.5625 

If 

0.9531 

0.2500 

1 9 
3 2 

0.5938 

31 
3 2 

0.9688 

-32 

0.2813 

3 9 
61 

0.6094 

6l 

0.9844 

POTTSVILLE,  PENNA.,  U.  S.  A. 

MEASUREMENTS  OF  LENGTH. 


Miles. 

Rods. 

Yards. 

Feet. 

Inches. 

I. 

320. 

1760. 

5280. 

63360. 

0.003125 

I. 

5-5 

16.5 

198. 

0.000568 

0.1818 

I. 

3- 

36. 

0.00019 

0.0606 

0.0333 

I. 

12. 

0.0000157 

0.00505 

0.0277 

0.08333 

I. 

Prussian  foot  = 12.356  inches.  Prussian  mile  = 4.6804  English  miles. 
German  mile  = 4.6105  English  miles.  Russian  verst  = 3500  feet  = 
0.6629  English  mile. 


MEASUREMENT  OF  WEIGHTS. 


Tons. 

Cwts. 

Pounds. 

Ounces. 

I. 

20. 

2240. 

35840. 

0.050 

I. 

112. 

1792. 

0.0089 

I. 

16. 

0.0625 

I. 

I pound  = 27.7  cubic  inches  of  distilled  water  at  40°  Fahrenheit. 


MEASUREMENT  OF  CAPACITY. 


Cubic  yards. 

Barrels. 

Bushels. 

Cubic  feet. 

Gallons. 

Cubic  inches. 

I. 

5.6103 

25.2467 

27. 

201.97 

46656. 

0.1782 

I. 

4-5 

4.8125 

36. 

8316. 

0.0396 

0.222 

I. 

1.2438 

8. 

2150. 

0.2078 

0.804 

I. 

7.476 

1728. 

j 

1 0.0277 

0.125 

0.13369 

I. 

231-  1 

0.000578 

0.00433 

Bushels  are  here  calculated  without  cones.  \ 

I bushel  = 2150.42  cubic  inches  of  distilled  water  at  40°  Fahrenheit.  I 
Its  dimensions  are  18^^  inches  diameter  inside,  8 inches  deep,  and  when  ^ 
heaped  the  cone  must  be  6 inches  high,  or  = 2748  cubic  inches.  I 

The  imperial  gallon  = 277.274  cubic  inches.  I 


MEASUREMENT  OF  SURFACE. 


Sq.  miles. 

Sq.  acres. 

Sq.  rods. 

Sq.  yards. 

Sq.  feet. 

Sq.  inches. 

.001562 

640. 

I. 

0.00625 

102400. 

160. 

I. 

0.033 

3097600. 

4840. 

30-25 

I. 

O.III 

27878400. 

43560. 

272.25 

9- 

I. 

0.00694 

4014489600. 

696960. 

39204. 

1296. 

144. 

I. 

295 


G 


POTTSVILLE  IRON  AND  STEEL  CO., 


TABLE  OF  SQUARES  AND  CUBES 

Of  all  numbers  from  i to  500. 


No. 

Squares. 

Cubes. 

No. 

Squares. 

Cubes. 

I 

I 

I 

50 

25  00 

125  000 

2 

4 

8 

51 

26  01 

132  651 

3 

9 

27 

52 

2704 

140  608 

4 

16 

64 

53 

28  09 

148  877 

5 

25 

125 

54 

29  16 

157  464 

6 

36 

216 

55 

30  25 

166  375 

7 

49 

343 

56 

31  36 

175  616 

8 

64 

512 

57 

32  49 

185  193 

9 

81 

729 

58 

33  64 

195  112 

10 

I 00 

I 000 

59 

34  81 

205  379 

II 

I 21 

I 331 

60 

36  00 

216  000 

12 

I 44 

I 728 

61 

37  21 

226  981 

13 

I 69 

2 197 

62 

38  44 

238  328 

14 

I 96 

2 744 

63 

39  69 

250  047 

15 

2 25 

3 375 

64 

40  96 

262  144 

16 

2 56 

4 096 

65 

42  25 

274  625 

17 

2 89 

4913 

66 

43  56 

287  496 

18 

3 24 

5 832 

67 

44  89 

300  763 

19 

3 61 

6 859 

68 

46  24 

314  432 

20 

4 00 

8 000 

69 

47  61 

328  509 

21 

4 41 

9 261 

70 

49  00 

343  000 

22 

4 84 

10  648 

71 

50  41 

357  911 

23 

5 29 

12  167 

72 

51  84 

373  248 

24 

5 76 

13  824 

73 

53  29 

389  017 

25 

6 25 

15  625 

74 

54  76 

405  224 

26 

6 76 

17  576 

75 

56  25 

421  875 

27 

7 29 

19  683 

76 

57  76 

438  976 

28 

7 84 

21  952 

77 

59  29 

456  533 

29 

8 41 

24  389 

78 

60  84 

474  552 

30 

9 00 

27  000 

79 

62  41 

493  039 

31 

9 61 

29  791 

80 

64  00 

512  000 

32 

10  24 

32  768 

81 

65  61 

531  441 

33 

10  89 

35  937 

82 

67  24 

551  368 

34 

II  56 

39  304 

83 

68  89 

571  787 

35 

12  25 

42  875 

84 

70  56 

592  704 

36 

12  96 

46  656 

85 

72  25 

614  125 

37 

13  69 

50  653 

86 

73  96 

636  056 

38 

14  44 

54  872 

87 

75  69 

658  503 

39 

15  21 

59  319 

88 

77  44 

681  472 

40 

16  00 

64  000 

89 

79  21 

704  969 

41 

16  81 

68  921 

90 

81  00 

729  000 

42 

17  64 

74  088 

91 

82  81 

753  571 

43 

18  49 

79  507 

92 

84  64 

778  688 

44 

19  36 

85  184 

93 

86  49 

804  357 

45 

20  25 

91  125 

94 

88  36 

830  584 

46 

21  16 

97  336 

95 

90  25 

857  375 

47 

22  09 

103  823 

96 

92  16 

884  736 

48 

23  04 

no  592 

97 

9409 

912  673 

49 

24  01 

117  6/9 

98  1 

96  04 

941  192 

POTTSVILLE,  PENNA.,  U.  S.  A, 


TABLE  OF  SQUARES  AND  CUBES,  ETC. 


No. 

Squares. 

Cubes. 

No. 

Squares. 

Cubes. 

99 

98  01 

970  299 

156 

2 43  36 

3 796  416 

100 

I 00  00 

I 000  000 

157 

2 46  49 

3 869  893 

lOI 

I 02  01 

I 030  301 

158 

2 49  64 

3 944  312 

102 

I 04  04 

I 061  208 

159 

2 52  81 

4 019  679 

103 

I 06  09 

I 092  727 

160 

2 56  00 

4 096  000 

104 

I 08  16 

I 124  864 

161 

2 59  21 

4 173  281 

105 

I 10  25 

I 157  625 

162 

2 62  44 

4 251  528 

106 

I 12  36 

I 191  016 

163 

2 65  69 

4 330  747 

107 

I 14  49 

I 225  043 

164 

2 68  96 

4 410  944 

108 

I 16  64 

I 2SQ  712 

165 

2 72  25 

4 492  125 

109 

I 18  81 

I 2Q^  02Q 

166 

2 75  56 

4 574  296 

no 

I 21  00 

I 331  000 

167 

2 78  89 

4 657  463 

III 

I 23  21 

I 367  631 

168 

2 82  24 

4 741  632 

II2 

I 25  44 

I 404  928 

169 

2 85  61 

4 826  809 

113 

I 27  69 

I 442  897 

170 

2 89  00 

4 913  000 

114 

I 29  96 

■ I 481  544 

171 

2 92  41 

5 000  21 1 

115 

I 32  25 

I 520  875 

172 

2 95  84 

5 088  448 

116 

I 34  56 

I 560  896 

173 

2 99  29 

5 177  717 

117 

I 36  89 

I 601  613 

174 

3 02  76 

5 268  024 

118 

I 39  24 

I 643  032 

175 

3 06  25 

5 359  375 

1 19 

I 41  61 

I 685  159 

176 

3 09  76 

5 451  776 

120 

I 44  00 

I 728  000 

177 

3 13  29 

5 545  233 

121 

I 46  41 

I 771  561 

178 

3 16  84 

5 639  752 

122 

I 48  84 

I 815  848 

179 

3 20  41 

5 735  339 

123 

I 51  29 

I 860  867 

180 

3 24  00 

5 832  000 

124 

I 53  76 

I 906  624 

181 

3 27  61 

5 929  741 

125 

1 56  25 

I 953  125 

182 

3 31  24 

6 028  568 

126 

I 58  76 

2 000  376 

183 

3 34  89 

6 128  487 

127 

I 61  29 

2 048  383 

184 

3 38  56 

6 229  504 

128 

I 63  84 

2 097  152 

185 

3 42  25 

6 331  625 

129 

I 66  41 

2 146  689 

186 

3 45  96 

6 434  856 

130 

I 69  00 

2 197  000 

187 

3 49  69 

6 539  203 

131  ! 

I 71  61 

2 248  091 

188 

3 53  44 

6 644  672 

132 

I 74  24 

2 299  968 

189 

3 57  21 

6 751  269 

133 

I 76  89 

2 352  637 

190 

3 61  00 

6 859  000 

134 

I 79  56 

2 406  104 

191 

3 64  81 

6 967  871 

135 

I 82  25 

2 460  375 

192 

3 68  64 

7 077  888 

136 

I 84  96 

2 515  456 

193 

3 72  49 

7 189  057 

137 

I 87  69 

2 571  353 

194 

3 76  36 

7 301  384 

138 

I 90  44 

2 628  072 

195 

3 80  25 

7 414  875 

139 

I 93  21 

2 685  619 

196 

3 84  16 

7 529  536 

140  1 

I 96  00 

2 744  000 

197 

3 88  09 

7 645  373 

141 

I 98  81 

2 803  221 

198 

3 92  04 

7 762  392 

142 

2 01  64 

2 863  288 

199 

3 96  01 

7 880  599 

143 

2 04  49 

2 924  207 

200 

4 00  00 

8 000  cxx) 

144 

2 07  36 

2 985  984 

201 

4 04  01 

8 120  601 

145 

2 10  25 

3 048  625 

202 

4 08  04 

8 242  408 

146 

2 13  16 

3 112  136 

203 

4 12  09 

8 365  427 

147 

2 16  09 

3 176  523 

204 

4 16  16 

8 489  664 

148 

2 19  04 

3 241  792 

205 

4 20  25 

8 615  125 

149 

2 22  01 

3 307  949 

206 

4 24  36 

8 741  816 

150 

2 25  00 

3 375  000 

207 

4 28  49 

8 869  743 

151 

2 28  01 

3 442  951 

208 

4 32  64 

8 998  912 

152 

2 31  04 

3 51 I 808 

209 

4 36  81 

9 129  329 

153 

2 34  09 

3 581  577 

210 

4 41  00 

9 261  000 

154 

2 37  16 

3 652  264 

211 

4 45  21 

9 393  931 

155 

2 40  25 

3 723  875 

212 

4 49  44 

9 528  128 

297 


POTTSVILLE  IRON 

AND 

STEEL 

CO., 

TABLE  OF  SQUARES  AND  CUBES,  ETC. 

No. 

Squares. 

Cubes. 

No. 

Squares. 

Cubes. 

213 

4 53  69 

9 663  597 

270 

7 29  00 

19  683  000 

214 

4 57  96 

9 800  344 

271 

7 34  41 

19  902  51 I 

215 

4 62  25 

9 938  375 

272 

7 39  84 

20  123  648 

216 

4 66  56 

10  077  696 

273 

7 45  29 

20  346  417 

217 

4 70  89 

10  218  313 

274 

7 50  76 

20  570  824 

218 

4 75  24 

10  360  232 

275 

7 56  25 

20  796  875 

219 

4 79  61 

10  503  459 

276 

7 61  76 

21  024  576 

220 

4 84  00 

10  648  000 

277 

7 67  29 

21  253  933 

221 

4 88  41 

10  793  861 

278 

7 72  84 

21  484  952 

222 

4 92  84 

10  941  048 

279 

7 78  41 

21  717  639 

223 

497  29 

II  o8q  567 

280 

7 84  00 

21  952  000 

224 

5 01  76 

II  239  424 

281 

7 89  61 

22  188  041 

225 

5 06  25 

II  390  625 

282 

7 95  24 

22  425  768 

226 

5 10  76 

II  543  176 

283 

8 00  89 

22  665  187 

227 

5 15  29 

II  6q7  08^ 

284 

8 06  56 

22  906  304 

228 

5 19  84 

II  852  352 

285 

8 12  25 

23  149  125 

229 

5 24  41 

12  008  989 

286 

8 17  96 

23  395  656 

230 

5 29  00 

12  167  000 

287 

8 23  69 

23  639  903 

231 

5 33  61 

12  326  391 

288 

8 29  44 

23  887  872 

232 

5 38  24 

12  487  168 

289 

8 35  21 

24  137  569 

233 

5 42  89 

12  649  337 

290 

8 41  00 

24  389  000 

234 

5 47  56 

12  812  904 

291 

8 46  81 

24  642  171 

235 

5 52  25 

12  977  875 

292 

8 52  64 

24  897  088 

236 

5 56  96 

13  144  256 

293 

8 58  49 

25  153  757 

237 

5 61  69 

13  312  053 

294 

8 64  36 

25  412  184 

238 

5 66  44 

13  481  272 

295 

8 70  25 

25  672  375 

239 

5 71  21 

13  651  919 

296 

8 76  16 

25  934  336 

240 

5 76  00 

13  824  000 

297 

8 82  09 

26  198  073 

241 

5 80  81 

13  997  521 

298 

8 88  04 

26  463  592 

242 

5 85  64 

14  172  488 

299 

8 94  01 

26  730  899 

243 

5 90  49 

14  348  907 

300 

9 00  00 

27  000  000 

244 

5 95  36 

14  526  784 

301 

9 06  01 

27  270  901 

245 

6 00  25 

14  706  125 

302 

9 12  04 

27  543  608 

246 

6 05  16 

14  886  936 

303 

9 18  09 

27  818  127 

247 

6 10  09 

15  069  223 

304 

9 24  16 

28  094  464 

248 

6 15  04 

15  252  992 

305 

9 30  25 

28  372  625 

249 

6 20  01 

15  438  249 

306 

9 36  36 

28  652  616 

250 

6 25  00 

15  625  000 

307 

9 42  49 

28  934  443 

251 

6 30  01 

15  813  251 

308 

9 48  64 

29  218  112 

252 

6 35  04 

16  003  008 

309 

9 54  81 

29  503  629 

253 

6 40  09 

16  194  277 

310 

9 61  00 

29  791  000 

254 

6 45  16 

16  387  064 

311 

9 67  21 

30  080  231 

255 

6 50  25 

16  581  375 

312 

9 73  44 

30  371  328 

256 

6 55  36 

16  777  216 

313 

9 79  69 

30  664  297 

257 

6 60  49 

16  974  593 

314 

9 85  96 

30  959  144 

258 

6 65  64 

17  173  512 

315 

9 92  25 

31  255  875 

259 

6 70  81 

17  373  979 

316 

9 98  56 

31  554  496 

260 

6 76  00 

17  576  000 

317 

10  04  89 

31  855  013 

261 

6 81  21 

17  779  581 

318 

10  II  24 

32  157  432 

262 

6 86  44 

17  984  728 

319 

10  17  61 

32  461  759 

263 

6 91  69 

18  191  447 

320 

10  24  00 

32  768  000 

264 

6 96  96 

18  399  744 

321 

10  30  41 

33  076  161 

265 

7 02  25 

18  609  625 

322 

10  36  84 

33  386  248 

266 

7 07  56 

18  821  096 

323 

10  43  29 

33  698  267 

267 

7 12  89 

19  034  163 

324 

10  49  76 

34  012  224 

268 

7 18  24 

19  248  832 

325 

10  56  25 

34  328  125 

269 

7 23  61 

19  465  109 

326 

10  62  76 

34  645  976 

298 


POTTSVILLE,  PENNA.,  U.  S.  A. 


TABLE  OF  SQUARES  AND  CUBES,  ETC. 


No. 

Squares. 

Cubes. 

1 "«• 

Squares. 

Cubes. 

327 

10  69  29 

34  965  783 

384 

14  74  56 

56  623  104 

328 

10  75  84 

35  287  552 

! 385 

14  82  25 

56  066  625 

329 

10  82  41 

35  611  289 

386 

14  89  96 

57  512  456 

330 

10  89  00 

35  937  000 

387 

14  97  69 

57  960  603 

331 

10  95  61 

36  264  691 

388 

15  05  44 

58  411  072 

332 

II  02  24 

36  594  368 

389 

15  13  21 

58  863  869 

333 

II  08  89 

36  926  037 

390 

15  21  00 

59  319  000 

334 

II  15  56 

37  259  704 

391 

15  28  81 

59  776  471 

335 

II  22  25 

37  595  375 

392 

15  36  64 

60  236  288 

336 

II  28  96 

37  933  056 

393 

15  44  49 

60  698  457 

337 

II  35  69 

38  272  753 

394 

15  52  36 

61  162  984 

338 

II  42  44 

38  614  472 

395 

15  60  25 

61  629  875 

339 

II  49  21 

38  958  219 

396 

15  68  16 

62  099  136 

340 

II  56  00 

39  304  000 

397 

15  76  09 

62  570  773 

341 

II  62  81 

■ 39  651  821 

398 

15  84  04 

63  044  792 

342 

II  69  64 

40  001  688 

399 

15  92  01 

63  521  199 

343 

II  76  49 

40  353  607 

400 

16  00  00 

64  000  000 

344 

II  83  36 

40  707  584 

401 

16  08  01 

64  481  201 

345 

II  90  25 

41  063  625 

402 

16  16  04 

64  964  808 

346 

II  97  16 

41  421  736 

403 

16  24  09 

65  450  827 

347 

12  04  09 

41  781  923 

404 

16  32  16 

65  939  264 

348 

12  II  04 

42  144  192 

405 

16  40  25 

66  430  125 

349 

12  18  01 

42  508  549 

406 

16  48  36 

66  923  416 

350 

12  25  00 

42  875  000 

407 

16  56  49 

67  419  143 

351 

12  32  01 

43  243  551 

408 

16  64  64 

67  917  312 

352 

12  39  04 

43  614  208 

409 

16  72  81 

68  417  929 

353 

12  46  09 

43  986  977 

1 410 

16  81  00 

68  921  000 

354 

12  53  16 

44  361  864 

411 

16  89  21 

69  426  531 

355 

12  60  25 

44  738  875 

; 412 

16  97  44 

69  934  528 

356 

12  67  36 

45  118  016  1 

i 413 

17  05  69 

70  444  997 

357 

12  74  49 

45  499  293 

j 414 

17  13  96 

70  957  944 

358 

12  81  64 

45  882  712 

17  22  25 

71  473  375 

359 

12  88  81 

46  268  279 

1 416  i 

17  30  56 

71  991  296 

360 

12  96  00 

46  656  000 

i 

17  38  89 

72  511  713 

361 

13  03  21 

47  045  881 

i 418 

17  47  24 

73  034  632 

362 

13  10  44 

47  437  928 

' 419 

17  55  61 

73  560  059 

363 

13  17  69 

47  832  147 

420 

17  64  00 

74  088  000 

364 

13  24  96 

48  228  544 

421 

17  72  41 

74  618  461 

365 

13  32  25 

48  627  125 

I 422 

1 7 80  84 

75  151  448 

366 

13  39  56 

49  027  896 

1 423 

17  89  29 

75  686  967 

367 

13  46  89 

49  430  863 

424 

1797  76 

76  225  024 

368 

13  54  24 

49  836  032  1 

425 

18  06  25 

76  765  625 

369 

13  61  61 

50  243  409 

426 

18  14  76 

77  308  776 

370 

13  69  00 

50  653  000 

i 427 

18  23  29 

77  854  483 

371 

13  76  41 

51  064  811 

428 

18  31  84 

78  402  752 

372 

13  83  84 

51  478  848 

1 429 

18  40  41 

78  953  589 

373 

13  91  29 

51  895  117 

! 430 

18  49  00 

79  507  000 

374 

13  98  76 

52  313  624 

’ 431 

18  57  61 

80  062  991 

14  06  25 

52  734  375 

, 432 

18  66  24 

80  621  568 

376 

14  13  76 

53  157  376 

433 

18  74  89 

81  182  737 

377 

14  21  29 

53  582  633 

434 

18  83  56 

81  746  504 

378 

14  28  84 

54  010  152 

435 

18  92  25 

82  312  875 

379 

14  36  41 

54  439  939 

436  ; 

19  00  96 

82  881  856 

380 

14  44  00 

54  872  000  1 

437 

19  09  69  j 

83  453  453 

381 

14  51  61 

55  306  341 

438 

19  18  44  1 

84  027  672 

382 

14  59  24 

55  742  968  , 

439 

19  27  21 

84  604  519 

383 

14  66  89 

56  181  887 

440 

19  36  00  I 

85  184  000 

299 


POTTSVILLE  IRON  AND  STEEL  CO., 


TABLE  OF  SQUARES  AND  CUBES,  ETC. 


No. 

Squares. 

Cubes. 

No. 

Squares. 

Cubes. 

441 

19  44  81 

85  766  121 

471 

22  18  41 

104  487  III 

442 

19  53  64 

86  350  888 

472 

22  27  84 

105  154  048 

443 

19  62  49 

86  938  307 

473 

22  37  29 

105  823  817 

444 

19  71  36 

87  528  384 

474 

22  46  76 

106  496  424 

445 

19  80  25 

88  121  125 

475 

22  56  25 

107  171  875 

446 

19  89  16 

88  716  536 

476 

22  65  76 

107  850  176 

447 

iq  q8  oq 

89  314  623 

477 

22  75  29 

108  531  333 

448 

20  07  04 

89  915  392 

478 

22  84  84 

109  215  352 

449 

20  16  01 

90  518  849 

479 

22  94  41 

109  902  239 

450 

20  25  00 

91  125  000 

480 

23  04  00 

no  592  000 

451 

20  34  01 

91  733  751 

481 

23  13  61 

III  284  641 

452 

20  43  04 

92  345  408 

482 

23  23  24 

III  980  168 

453 

20  52  09 

92  959  677 

483 

23  32  89 

II2  678  587 

454 

20  61  16 

93  576  664 

484 

23  42  56 

1 13  379  904 

455 

20  70  25 

94  196  375 

485 

23  52  25 

II4  084  125 

456 

20  79  36 

94  818  816 

486 

23  61  96 

II4  791  256 

457 

20  88  49 

95  443  993 

487 

23  71  69 

II5  501  303 

458 

20  97  64 

96  071  912 

488 

23  81  44 

I16  214  272 

459 

21  06  81 

96  702  579 

489 

23  91  21 

I16  930  169 

460 

21  16  00 

97  336  000 

490 

24  01  00 

II7  649  000 

461 

21  25  21 

97  972  181 

491 

24  10  81 

I18  370  771 

462 

21  34  44 

98  611  128 

492 

24  20  64 

1 19  095  488 

463 

21  43  69 

99  252  847 

493 

24  30  49 

II9  823  157 

464 

21  52  96 

99  897  344 

494 

24  40  36 

120  553  784 

465 

21  62  25 

100  554  625 

495 

24  50  25 

I2I  287  375 

466 

21  71  56 

loi  194  696 

496 

24  60  16 

122  023  936 

467 

21  80  89 

101  847  563 

497 

24  70  09 

122  763  473 

468 

21  90  24 

102  503  232 

498 

24  80  04 

123  505  992 

469 

21  99  61 

103  161  709 

499 

24  90  01 

124  251  499 

470 

22  09  00 

103  823  000 

500 

25  00  00 

125  000  000 

LENGTH  OF  CIRCULAR  ARC. 

Huygen’s  approximation. 


Huygen’s  approximation  to  length  of  a circular  arc : 
A = chord  of  any  circular  arc. 

B =r  chord  of  half  that  arc. 

R ==  radius  of  the  circular  arc. 

L = length  of  the  circular  arc. 


or,  as  it  is  usually  written, 

L = 2 B + J (2  B — A). 


300 


POTTSVILLE,  PENNA.,  U.  S.  A. 


TRIGONOMETRICAL  FUNCTIONS. 


— = cosine 
b 


= tangent 
Therefore, 


angle  A. 
“ A. 
» A. 


I 

b 

sine  A 

a 

I 

b 

cosine  A 

c 

I 

c 

tangent  A 

a 

cosecant  angle  A. 
secant  “ A. 
cotangent  “ A. 


I 

1 


a = b X sine  A, 

1 b = a X cosecant  A. 

^ c = b X cosine  A. 

1 

j 

I 

I 


b =:  c X secant  A. 
a = c X tangent  A. 
c = a X cotangent  A. 


301 


POTTSVILLE  IRON  AND  STEEL  CO 


NATURAL  SINES,  ETC. 


Deg. 

Sine. 

Cover. 

Cosecant 

Tangent. 

Cotang. 

Secant. 

Versin. 

Cosin. 

Deg. 

O 

0.0 

1. 00000 

Infinite. 

0.0 

Infinite. 

1.00000 

0.0 

1 .00000 

90 

I 

0.01745 

0.98254 

57.2986 

0.01745 

57.2899 

1.00015 

0.0001 

0.99984 

89 

2 

o.o-:?48q 

0.96510 

28.6537 

0.03492 

28.6362 

1 .00060 

0.0006 

0-99939 

88 

3 

0.05233 

0.94766 

19.1073 

0.05240 

19.0811 

1.00137 

0.0013 

0.99862 

87 

4 

0.06975 

0.93024 

14-3355 

0.06992 

14.3006 

1.00244 

0.0024 

0.99756 

86 

5 

0.08715 

0.91284 

11-4737 

0.08748 

11.4300 

1.00381 

0.0038 

0.99619 

85 

b 

0.10452 

0.89547 

9.5667 

0.10510 

9-5143 

1.00550 

0.0054 

0-99452 

84 

7 

0.12186 

0.87813 

8.2055 

0.12278 

8.1443 

1.00750 

0.0074 

0.99254 

83 

8 

0.13917 

0.86082 

7.1852 

0.14054 

7-1153 

1.00982 

0.0097 

0.99026 

82 

9 

0.15643 

0.84356 

6.3924 

0.15838 

6.3137 

1.01246 

0.0123 

0.98768 

81 

lO 

0.17364 

0.82635 

5.7587 

0.17632 

5.6712 

1.01542 

0.0151 

0.98480 

80 

11 

0.19080 

0.80919 

5.2408 

0.19438 

5-1445 

1.01871 

0.0183 

0.98162 

79 

12 

0.20791 

0.79208 

4-8097 

0.21255 

4.7046 

1.02234 

0.0218 

0.97814 

78 

13 

O.224QS 

0.77504 

4-4454 

0.23086 

4-33H 

1.02630 

0.0256 

0.97437 

77 

14 

0.24192 

0.75807 

4-1335 

0.24932 

4.0107 

1.03061 

0.0297 

0.97029 

76 

15 

0.25881 

0.74118 

3-8637 

0.26794 

3-7320 

1.03527 

0.0340 

0.96592 

75 

16 

0.27563 

0.72436 

3.6279 

0.28674 

3-4874 

1.04029 

0.0387 

0.96126 

74 

17 

0.29237 

0.70762 

3-4203 

0.30573 

3.2708 

1.04569 

0 0436 

0.95630 

73 

18 

0.30901 

0.69098 

3.2360 

0.32491 

3-0776 

1.05146 

0.0489 

0.95105 

72 

19 

0.32556 

0.67443 

3-0715 

0.34432 

2.9042 

1.05762 

0.0544 

0.94551 

71 

20 

0.34202 

0.65797 

2.9238 

0.36397 

2.7474 

1.06417 

0.0603 

0.93969 

70 

21 

0.35836 

0.64163 

2.7904 

0.38386 

2.6050 

1.07114 

0.0664 

0.93358 

69 

22 

0.37460 

0.62539 

2.6694 

0.40402 

2.4750 

1.07853 

0.0728 

0.92718 

68 

23 

0.39073 

0.60926 

2.5593 

0.42447 

2.3558 

1 .08636 

0.0794 

0.92050 

67 

24 

0.40673 

0.59326 

2.4585 

0.44522 

2.2460 

1.09463 

0.0864 

0.91354 

66 

25 

0.42261 

0-57738 

2.3662 

0.46630 

2.1445 

1.10337 

0.0936 

0.90630 

65 

26 

0.43837 

0.56162 

2.2811 

0.48773 

2.0503 

1.11260 

0.1012 

0.89879 

64 

27 

0.45399 

0.54600 

2.2026 

0.50952 

1.9626 

1.12232 

0.1089 

0.89100 

63 

28 

0.46947 

0.53052 

2.1300 

0.53170 

1.8807 

1-13257 

0.1170 

0.88294 

62 

29 

0.48480 

0.51519 

2.0626 

0.55430 

1.8040 

1-14335 

0.1253 

0.87461 

61 

30 

0.50000 

0.50000 

2.0000 

0.57735 

1.7320 

1.15470 

0-1339 

0.86602 

60 

31 

0.51503 

0.48496 

1.9416 

j 0.60086 

1.6642 

1.16663 

0.1428 

0.85716 

59 

32 

0.52991 

0.47008 

1.8870 

0.62486 

1.6003 

1.17917 

0.1519 

0.84804 

58 

33 

0.54463 

0.45536 

1.8360 

0.64940 

1-5398 

1.19236 

0.1613 

0.83867 

57 

34 

0.55919 

0.44080 

1.7882 

0.67450 

1.4825 

1.20621 

0.1709 

0.82903 

56 

35 

0.57357 

0.42642 

1-7434 

0.70020 

1.4281 

1.22077 

0.1808 

0.81915 

55 

36 

0.58778 

0.41221 

1.7013 

0.72654 

1-3763 

1.23606 

0.1909 

0.80901 

54 

37 

0.60181 

0.39818 

1.6616 

0.75355 

1.3270 

1.25213 

0.2013 

0.79863 

53 

38 

0.61566 

0.38433 

1.6242 

0.78128 

1.2799 

1.26901 

0.2119 

0.78801 

52 

39 

0.62932 

0.37067 

1.5890 

0.80978 

1.2348 

1.28675 

0.2228 

0.77714 

51 

40 

0.64278 

0.35721 

T-5557 

0.83909 

1.1917 

1.30540 

0.2339 

0.76604 

50 

41 

0.65605 

0-34394 

1.5242 

0.86928 

I. 1503 

1.32501 

0.2452 

0.75470 

49 

42 

0.66913 

0.33086 

1.4944 

0.90040 

1.1106 

1-34563 

0.2568 

0.74314 

48 

43 

0.68199 

0.31800 

1.4662 

0.93251 

1.0723 

1.36732 

0.2686 

0.73135 

47 

44 

0.69465 

0.30534 

1-4395 

0.96568 

1-0355 

1.39016 

0.2806 

0.71933 

46 

45 

0.70710 

0.29289 

1.4142 

1.00000 

I. 0000 

I.4I42I 

0.2928 

0.70710 

45 

Cosin. 

Versin. 

Secant. 

Cotang. 

Tangent. 

Cosecant 

Cover. 

Sine. 

POTTSVILLE,  PENNA.,  U.  S.  A. 


PROPERTIES  OF  CIRCULAR  ARCS. 


c 


C D V. 

A B = c. 

CD=v  = r(i  — cos.  (p). 


Given,  chord  A B ==  c,  and  ver.  sine  C D = v,  required 


Given,  chord  A B and  radius  C E,  to  find  rise  C D. 


radius  r. 


2 


then 


A + DC^ 


2 D C 


C E 


.e. 


303 


POTTSVILLE  IRON  AND  STEEL  CO., 

Given,  the  radius  and  rise  or  vers,  sine,  to  find  the 
chord  A B. 


A D = ^ C E"—  (C  E — C D)2 


= 2 ^ 2 vr  — ' 


TABLE  OF  PROPORTIONS  OF  THE  CIRCLE 
AND  ITS  EQUAL. 


The  diameter  of  any  circle  X — the  circumfer- 

ence. 


The  circumference  of  any  circle  X ( — z = 0-31831) 

: the  diameter.  3-I4I 

The  square  of  the  diameter  X ( ^ = 0.7854^  = the 

ea.  ^ 

The  square  of  the  circumference  X = 0.07958^ 

- the  area.  \3-i4i  / 


The  diameter  of  a circle  X (V^  0-7854  = 0.8862)  = side 
of  equal  square. 


The  circumference  of  a circle  X (y  0.07958  = 0.2821) 
=r  side  of  equal  square. 

The  side  of  any  square  X ( — 0^0 = 1.1284 ) = diam- 
eter  of  equal  circle  ""  G.8862  ) 

The  side  of  any  square  X f q 2821  ~ ~ circum- 

ference  of  equal  circle. 


POTTSVILLE,  PENNA.,  U.  S.  A. 


Square  of  side  X ( ^ — = *-27324366)  1=  square  of 

\o.7»54  / 

diameter  of  equal  circle  = so-called  round  inches. 


Round  inches  X ~ 0-0546^ 


Square  of  diameter  of  equal  circle  X 0.7854  = square 
of  side. 

Area  of  segment  of  circle  = area  of  sector  of  equal 
radius,  less  area  of  triangle. 

Area  of  parabola  = base  X f height. 

Area  of  ellipse  = longest  diameter  X shortest  diameter 

X -7854- 


Area  of  any  regular  polygon  = sum  of  its  sides  X 
perpendicular  from  its  centre  to  one  of  its  sides,  divided 
by  2. 

Surface  of  cylinder  = area  of  both  ends  -f-  length  X 
circumference. 

Surface  of  segment  = height  of  segment  X whole  cir- 
cumference of  sphere  of  which  it  is  a part. 

Cubic  contents  of  a cylinder  = area  of  one  end  X length. 


305 


1 


POTTSVILLE  IRON  AND  STEEL  CO., 


AREAS  OF  CIRCLES. 

Advancing  by  eighths. 


AREAS. 


Diam.  I 

.0 

•K 

% 

0 

0.0 

0.0122 

0.0490 

0.1104 

0.1963 

0.3068 

0.4417 

0.6013 

I 

0.7854 

0.9940 

1.227 

1.484 

1.767 

2.073 

2-405 

2.761 

2 

3.1416 

3.546 

3-976 

4-430 

4.908 

5-411 

5.939 

6.491 

3 

7.068 

7.669 

8.295 

8.946 

9.621 

10.32 

11.04 

11.79 

4 

12.56 

13.36 

14.18 

15-03 

15.90 

16.80 

17.72 

18.66 

5 

19.63 

20.62 

21.64 

22.69 

23.75 

24-85 

25-96 

27.10 

6 

28.27 

29.46 

30.67 

31-91 

33.18 

34-47 

35-78 

37-12 

7 

38.48 

39.87 

41.28 

42.71 

44-17 

45.66 

47-17 

48.70 

8 

50.26 

51.84 

53-45 

55-08 

56.74 

58.42 

60.13 

61.86 

9 

63.61 

65.39 

67.20 

69.02 

70.88 

72.75 

74-69 

76.58 

10 

78.54 

80.51 

82.51 

84-54 

86.59 

88.66 

90.76 

92.88 

II 

95.03 

97.20 

99.40 

101.6 

103.8 

106. 1 

108.4 

no. 7 

12 

II^.O 

II5.4 

117.8 

120.2 

122.7 

125.1 

127.6 

130.1 

13 

132.7 

135.2 

137-8 

140.5 

143-1 

145.8 

148.4 

151.2 

14 

153.9 

156.6 

159-4 

162.2 

165.1 

167.9 

170.8 

173.7 

15 

176.7 

179.6 

182.6 

185.6 

188.6 

191.7 

194.8 

197.9 

16 

201.0 

204.2 

207.3 

210.5 

213.8 

217.0 

220.3 

223.6 

17 

226.9 

230.3 

233.7 

237.1 

240.5 

243-9 

247.4 

250.9 

18 

254.4 

258.0 

261.5 

265.1 

268.8 

272.4 

276.1 

279.8 

19 

283.5 

287.2 

291.0 

294.8 

298.6 

302.4 

306.3 

310.2 

20 

314.I 

318.1 

322.0 

326.0 

330.0 

334-1 

338.1 

342.2 

21 

346.3 

350.4 

354-6 

358.8 

363-0 

367-2 

371.5 

375.8 

22 

380.1 

384.4 

388.8 

393-2 

397-6 

402.0 

406.4 

410.9 

23 

415.4 

420.0 

424-5 

429.1 

433-7 

438.3 

443.0 

447-6 

24 

452.3 

457.1 

461.8 

466.6 

471-4 

476.2 

481.1 

485-9 

25 

490.8 

495.7 

500.7 

505-7 

510.7 

515-7 

520.7 

525-8 

26 

530.9 

536.0 

541 -I 

546.3 

551.5 

556.7 

562.0 

567-2 

27 

572.5 

577-8 

583-2 

588.5 

593-9 

599-3 

604.8 

610.2 

28 

615.7 

621.2 

626.7 

632.3 

637.9 

643-5 

649.1 

654-8 

29 

660.5 

666.2 

671.9 

677.7 

683.4 

689.2 

695.1 

700.9 

30 

706.8 

712.7 

718.6 

724.6 

7.30.6 

736.6 

742.6 

748.6 

31 

754.8 

760.9 

767.0 

773-1 

779-3 

785.5 

791.7 

798.0 

32 

804.3 

810.6 

816.9 

823.2 

829.6 

836.0 

842.4 

848.8 

33 

855.3 

861.8 

868.3 

874-9 

881.4 

888.0 

8q4.6 

901-3 

34 

907.9 

914-7 

921.3 

928.1 

941.6 

948.4 

955.3 

35 

962.1 

969.0 

975.9 

982.8 

989.8 

996.8 

1003.8 

1010.8 

36 

1017. 9 

1025.0 

1032. I 

1039.2 

1046.3 

1053.5 

1060.7 

1068.0 

37 

1075.2 

1082.5 

1089.8 

1097. 1 

1104. 5 

1111.8 

1119.2 

1126.7 

38 

1134. 1 

1141.6 

1149. I 

1156.6 

1164.2 

1171.7 

1179.3 

1186.9 

39 

1194.6 

1202.3 

1210. 0 

1217. 7 

1225.4 

1233.2 

1241. 0 

1248.8 

40 

1256.6 

1264.5 

1272.4 

1280.3 

1288.2 

1296.2 

1304.2 

1312. 2 

41 

1320.3 

1328.3 

1336.4 

1344-5 

1352.7 

1360.8 

1369.0 

1377.2 

42 

1385.4 

1393.7 

1402.0 

1410.3 

1418.6 

1427.0 

1435-4 

1443-8 

43 

1452.2 

1460.7 

1469.1 

1477.6 

1486.2 

1494-7 

1503-3 

1511-9 

44 

1520.5 

1529.2 

1537-9 

1546.6 

1555-3 

1564.0 

1572.8 

1581.6 

45 

1590.4 

1599.3 

1608.2 

1617.0 

1626.0 

1634-9 

1643-9 

1652.9 

306 


POTTSVILLE,  PENNA.,  U.  S.  A, 


CIRCUMFERENCES  OF  CIRCLES. 


Advancing  by  eighths. 


CIRCUMFERENCES. 


1 'UIBIQ 

.0 

Vs 

-14 

0 

0.0 

0.3927 

0.7854 

1.178 

1-570 

1-963 

2-356 

2.748 

I 

3141 

3-534 

3-927 

4-319 

4.712 

5-105 

5-497 

5.890 

2 

6.283 

6.675 

7.068 

7.461 

7-854 

8.246 

8.639' 

9.032 

3 

9-424 

9.817 

10.21 

10.60 

10.99 

11.38 

11.78 

12.17 

4 

12.56 

12.95 

13.35 

13-74 

14.13 

14-52 

14-92 

15-31 

5 

15-70 

16.10 

16.49 

16.88 

17-27 

17-67 

18.06 

18-45 

6 

18.84 

19.24 

19-63 

20.02 

20.42 

20.81 

21.20 

21.59 

7 

21.99 

22.38 

22.77 

23.16 

23-56 

23-95 

24-34 

24-74 

8 

25-13 

25-52 

25-91 

26.31 

26.70 

27-09 

27-48 

27.88 

9 

38. 27 

28.^ 

29.05 

29-45 

29.84 

30.23 

30.63 

31.02 

10 

31-41 

31.80 

32.20 

32-59 

32.98 

33-37  : 

33-77 

34-16 

II 

34-55 

34-95 

35-34 

35-73 

36.12 

36-52 

36.91 

37-30 

12 

37-69 

38.09 

38.48 

38.87 

39-27 

39-66 

40.05 

40.44 

13 

40.84 

41-23 

41.62 

42.01 

42-41 

42.80 

43-19 

43  58 

14 

43-98 

44-37 

44-76 

45.16 

45-55 

45-94 

46.33 

46.73 

15 

47.12 

47-51 

47-90 

48.30 

48.69 

49.08 

49-48 

49-87 

16 

50.26 

50.65 

51-05 

51-44 

51-83 

52.22 

52.62 

53-01 

17 

53-40 

53-79 

54-19 

54-58 

54-97 

55-37 

55-76 

56.15 

18 

56.54 

56.94 

57-33 

57-72 

58.11 

58.51 

58.90 

59-29 

19 

59-69 

60.08 

60.47 

60.86 

61.26 

61.65 

62.04 

62.43 

20 

62.83 

63.22 

63.61 

64.01 

64-40 

64-79 

65.18 

65-58 

21 

65-97 

66.36 

66.75 

67-15 

67-54 

67-93 

68.32 

68.72 

22 

69.11 

69-50 

69.90 

70.29 

70.68 

71-07 

71-47 

71.86 

23 

72.25 

72-64 

73-04 

73-43 

73-82 

74-22 

74-61 

75-00 

24 

75-39 

75-79 

76.18 

76-57 

76.96 

77-36 

77-75 

78.14 

25 

78-54 

78.93 

79-32 

79-71 

80.10 

80.50 

80.89 

81.28 

26 

81.68 

82.07 

82.46 

82.85 

83-25 

83-64 

84-03 

84-43 

27 

84.82 

85.21 

85.60 

86.00 

86.39 

86.78 

87-17 

87-57 

28 

87.96 

88.35 

88.75 

89-14 

89-53 

89.92 

90.32 

90-71 

29 

91.10 

91.49 

91-89 

92.28 

92.67 

93-06 

' 93-46 

93-85 

30 

94-24 

94-64 

95-03 

95-42 

95.81 

96.21 

96.60 

96-99 

31 

97-39 

97-78 

98-17 

98-57 

98.96 

99-35 

99-75 

100.14 

32 

100.53 

100.92 

101.32 

101.71 

102.10 

102.49 

102.89 

103.29 

33 

103.67 

104.07 

104.46 

104.85 

105.24 

105.64 

106.03 

106.42 

34 

106.81 

107.21 

107.60 

107-99 

108.39 

108.78 

109.17 

109.56 

35 

109.96 

110.35 

110.74 

11113 

111-53 

1 1 1. 92 

112.31 

II2.7I 

36 

113.10 

113-49 

113.S8 

114.28 

114-67 

115.06 

115-45 

115-85 

37 

116.24 

116.63 

117.02 

117-42 

117.81 

118.20 

118.60 

118.99 

38 

119.38 

119.77 

120.17 

120.56 

120.95 

121.34 

121.74 

122.13 

39 

122.52 

122.92 

123.31 

123.70 

124.09 

124.49 

124.88 

125-27 

40 

125.66 

126.06 

126.45 

126.84 

127-24 

127.63 

128.02 

128.41 

41 

128.81 

129.20 

129-59 

129.98 

130.38 

130.77 

131.16 

131-55 

42 

131-95 

132.34 

132-73 

133-13 

133-52 

133-91 

134-30 

134-70 

43 

135-09 

135-48 

135-87 

136-27 

136.66 

137-05 

137-45 

137-84 

44 

138-23 

138.62 

139.02 

139-41 

139.80 

140.19 

140.59 

140.98 

45 

141-37 

141.76 

142.16 

142.55 

142.94 

143-34 

143-73 

144.12 

307 


I 


POTTSVILLE  IRON  AND  STEEL  CO., 


CONSTANTS  RELATING  TO  THE  CIRCLE. 


Constant. 

Log. 

Circumference  of  circle  = n X diam.  'I 

Surface  of  sphere  = tt  (diam.)2  1 

3-14159 

0.49715 

Area  of  circle  — n X (radius)2  j 

Circumference  of  circle  = 2 77  X radius  . 

2 77 

6.28318 

0,79818 

Area  of  circle  = 77  X (diam.)2  . . . 

^77 

0.785398 

1.89509 

Surface  of  sphere  = 4 77  X (radius)2  . , 

477 

12.56637 

I. 09921 

Volume  of  sphere  = 1 77  X (diam.)3  . 

0.52359 

1. 71900 

Volume  of  sphere  = 577  (radius)^  . . . 

4.18879 

0.62209 

Square  of  tt 

772 

9.86960 

0.99430 

Square  root  of  77 

yw 

1.772454 

0.24857 

Cube  root  of  tt 

1.46459 

0.16572 

360°  expressed  in  seconds 

1296000 

6.11261 

360°  expressed  in  minutes 

21600 

4-33445 

Arc  equal  radius  expressed  in  seconds  . 

206264.8 

5-31442 

Arc  equal  radius  expressed  in  minutes  . 

3437-747 

3-53627 

Arc  equal  radius  expressed  in  degrees  . 

180 

77 

57-29578 

1.75812 

Length  of  arc,  i"  — sin  i" 

sin  i" 

0.000004848 

6.68557 

Length  of  arc,  1'  — sin  i' 

sin  1" 

0.0002909 

4-46373 

CONSTANTS  RELATING  TO  LOGARITHMIC 
SYSTEMS. 


Constant. 

Log. 

Base  of  Napierian  system 

1 

2.7182818 

0.43429 

Modulus  of  Brigg’s  system 

M 

0.434294 

1.63778 

Reciprocal  of  modulus 

K 

2.302585 

0.36222 

1 


308 


POTTSVILLE,  PENNA.,  U-S.  A. 


CONSTANTS  RELATING  TO  GRAVITY. 


Constant. 

Cubic  inch  of  distilled  water  at  62°  F.,  in  grains  .... 

252.458 

Cubic  inch  of  distilled  water  at  60°  F.,  in  grains  .... 

252.500 

Cubic  inch  of  distilled  water  at  4°  C.,  in  grains  . . . . 

252.890 

Cubic  foot  of  distilled  water  at  60°  F.,  in  ounces  av.  . . 

997.310 

Cubic  foot  of  distilled  water  at  60°  F.,  in  pounds  av.  . . 

62.33184 

Cubic  inch  of  mercurj"  at  32°  F.,  in  grains 

3438.8 

Cubic  inch  of  mercurj'  at  32°  F.,  in  pounds  av 

0.49125 

Seconds  pendulum,  in  inches,  at  London 

39-139 

Seconds  pendulum,  in  inches,  at  Pole 

39.218 

Seconds  pendulum,  in  inches,  at  Latitude  45° 

39.118 

Seconds  pendulum,  in  inches,  at  Equator 

39.018 

Gravity,  in  feet,  at  London 

32.1908 

Gravity,  in  feet,  at  Pole 

32.2552 

Gra\-ity,  in  feet,  at  Latitude  45° 

32.1736 

Gravity,  in  feet,  at  Equator 

32.0907 

REDUCTION  MULTIPLIERS. 


;,Bo,R  CON VER  r:-NG 


Cotistadt. 


Barometric  inches  ^2?  F.V  iht<>  pou’i  Js  per«t,uare  inch^ " \ . 

Barometric  millimerres  f ) j’jto  kHo^pamnitS  per  Square 

centimetre 

Kilogrammes  per  square  centimetre  into  pounds  per  square 
inch 

Foot-pounds  into  kilogrammetres 


C/.4Q125 

0.00136 

14.22263 

0.13825 


309 


POTTSVILLE  IRON  AND  STEEL  CO. 


HEAT. 

THERMOMETERS. 


To  convert  the  degrees  of  different  thermometers,  from  one 
into  the  other,  use  the  following  formula : 


F stands  for  degrees  of  Fahrenheit,  or  212° 
C stands  for  degrees  of  Celsius,  or  100° 

R stands  for  degrees  of  Reaumur,  or  80° 


boiling 

point. 


F = 32  and  F = -|-  3^  for  degrees  above 

freezing  point. 

F = — 32  and  F — 32  for  degrees  below 

freezing  point. 


5(F  — 32) 


and  R 


4 (F  — 32) 


for  degrees  above 


freezing  point. 

^ 5 (F  + 32)_  ^ for  degrees  below 

freezing  point. 

Zero  of  Celsius  or  Reaumur  is  = -j-  32°  Fahrenheit. 
Zero  of  Fahrenheit  = — 17-77°  C.  or  — 14.22°  R. 

I.  How  much  is  8°  Celsius  above  zero  in  Fahrenheit? 


9X8  72 


= 14.4  -|-  32  = 46,4°  above. 


2.  ^How  much  i^<.8°  Celsius  below  zero  in  Fahrenheit? 

F = ^ ^ = 14.4  — 32  = 17.6°  above. 

- ^ . 5 .5  , _ 

C ^ ^ cc,  X. 

■ 4 I , ^ t c ' ' 

In  cases  zvher.ejhe  product  is  sntalt^  than  ^2,  it  indicates 
that  the  degree  is  above  zero  of  Fahrenheit.  See  Example  2. 

3.  How  much  is  19°  Celsius  below  zero  in  Fahrenheit? 

T7  9X  19 


5 


32  = 34.2  — 32  = 2.2°  below  Fahrenheit. 


310 


